BCA - RC Spreadsheet User Guide Version 3...
CCIP-008
A cement and concrete industry publication
CI/Sfb
UDC 624.04
User Guide to RC Spreadsheets: v3
User Guide to RC Spreadsheets: v3
This user guide provides guidance on the use of RC Spreadsheets v3 for the design of reinforced concrete elements.
For more information on the spreadsheets visit www.concretecentre.com/rcspreadsheets
User guide to Excel spreadsheets for design to BS 8110: Part 1, 1997 (Amd. 3) and BS EN 1992: 2004 Part 1-1 and its UK National Annex
C H Goodchild BSc CEng MCIOB MIStructE R M Webster CEng FIStructE
Charles Goodchild is Principal Structural Engineer for The Concrete Centre where he promotes efficient concrete design and construction. He was responsible for the concept, content and management of this publication and of the RC Spreadsheets. Rod Webster of Concrete Innovation & Design is principal author of the spreadsheets. He has been writing spreadsheets since 1984 and is expert in the design of tall concrete buildings and in advanced analytical methods.
C H Goodchild BSc CEng MCIOB MIStructE R M Webster CEng FIStructE
The release of Version 3 of the spreadsheets and user guide follows the publication of BS EN 1992-1-1 (Eurocode 2) and its UK National Annex and the publication of Amendment 3 to BS 8110 Part 1: 1987.
User Guide to RC Spreadsheets: v3
CCIP-008 Published July 2006 ISBN 1-904818-38-2 Price Group O © The Concrete Centre Riverside House, 4 Meadows Business Park, Station Approach, Blackwater, Camberley, Surrey, GU17 9AB Tel: +44 (0)1276 606800 Fax: +44 (0)1276 606801 www.concretecentre.com
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Foreword This publication was originally produced by the Reinforced Concrete Council (RCC) as part of its project ‘Spreadsheets for concrete design to BS 8110 and EC2’. Since their release in 2000 the spreadsheets have proved enormously popular and have been maintained by the RCC and its successor The Concrete Centre. The release of Version 3 of the spreadsheets follows the publication of BS EN 1992-1-1 (Eurocode 2) plus its UK National Annex and the publication of Amendment 3 to BS 8110 Part 1: 1987. The requirements within these standards have necessitated the revision of all the published spreadsheets. This user guide gives guidance on the use of all design spreadsheets to BS 8110 and Eurocode 2 contained on the CD ROM RC Spreadsheets: v3, published by The Concrete Centre (order ref. CCIP-008CD).
Acknowledgements The ideas and illustrations come from many sources. The help and guidance received from many individuals are gratefully acknowledged. Thanks are due to members of the original project’s Advisory Group for their time and effort in helping to make the project feasible and in bringing it to fruition. The members of the Advisory Group are listed on the inside back cover. Special appreciation is extended 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.
The Advisory Group Members 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 S Khan A King
G King S King K Kus I 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 E Yarimer
Published by The Concrete Centre Riverside House, 4 Meadows Business Park, Station Approach, Blackwater, Camberley, Surrey GU17 9AB Tel: +44 (0)1276 606800 Fax: +44 (0)1276 606801 CCIP-008 Published July 2006 ISBN 1-904818-38-2 Price Group O © The Concrete Centre User Guide v1 published by the British Cement Association on behalf of the Reinforced Concrete Council. User Guide v2 published electronically by The Concrete Centre. CCIP publications are produced by The Concrete Society on behalf of the Cement and Concrete Industry Publications Forum – an industry initiative to publish technical guidance in support of concrete design and construction. CCIP publications are available from the Concrete Bookshop at www.concretebookshop.com Tel: +44 (0)7004 607777 All advice or information from The Concrete Centre 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 Concrete Centre or their subcontractors, suppliers or advisors. Readers should note that The Concrete Centre publications are subject to revision from time to time and should therefore ensure that they are in possession of the latest version. Cover artwork: D J Killoran - The Concrete Society. Printed by Cromwell Press, Trowbridge, UK.
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User Guide to RC Spreadsheets: v3 Contents INTRODUCTION
1
GENERAL NOTES
3
SPREADSHEETS TO BS 8110
17
Elements
19
Analysis
35
Slabs
38
Beams
72
Columns
113
Walls
125
Stairs
139
Foundations
146
Tabular versions
158
SPREADSHEETS TO EUROCODE 2
179
Elements
185
Analysis
205
Slabs
208
Beams
243
Columns
270
Stairs
284
Foundations
287
ADMIN FOLDER
298
REFERENCES AND FURTHER READING
299
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User Guide to RC Spreadsheets: v3 Contents in full INTRODUCTION
1
GENERAL NOTES
3
Using the spreadsheets
10
Menu.xls
16
SPREADSHEETS TO BS 8110
17
Elements
19
RCC11 Element Design.xls RCC12 Bending and Axial Force.xls
26
RCC13 Punching Shear.xls
28
RCC14 Crack Width.xls
33
Analysis
RCC21 Subframe Analysis.xls
35
Slabs
RCC31 One-way Solid Slabs (A & D).xls
38
RCC31R Rigorous One-way Slabs.xls
43
RCC32 Ribbed Slabs (A & D).xls
50
RCC32R Rigorous Ribbed Slabs.xls
56
RCC33 Flat Slabs (A & D).xls
64
RCC41 Continuous Beams (A & D).xls
72
Beams
Columns
Walls
RCC41R Rigorous Continuous Beams (A & D).xls
78
RCC42 Post-tensioned Slabs & Beams (A & D).xls
85
RCC43 Wide Beams (A & D).xls
107
RCC51 Column Load Take-down & Design.xls
113
RCC52 Column Chart generation.xls
118
RCC53 Column Design.xls
120
RCC54 Circular column charting .xls
123
RCC61 Basement Wall.xls
125
RCC62 Retaining Wall.xls
132
Stairs
RCC71 Stair Flight & Landing - Single.xls
139
RCC72 Stairs & Landings - Multiple.xls
142
Foundations
RCC81 Foundation Pads.xls
146
RCC82 Pilecap Design.xls
149
Tabular versions
RCC91 One-way Solid Slabs (Tables).xls
158
RCC92 Ribbed Slabs (Tables).xls
161
RCC93 Flat Slabs (Tables).xls
166
RCC94 Two-way Slabs (Tables).xls
173
RCC95 Continuous Beams (Tables).xls
175
ii
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SPREADSHEETS TO EUROCODE 2
179
General notes to Eurocode 2 versions
181
Elements
TCC11 Element Design.xls
185
TCC12 Bending and Axial Force.xls
194
TCC13 Slab Punching.xls
196
TCC14 Crack Width.xls
201
Analysis
TCC21 Subframe Analysis.xls
205
Slabs
TCC31 One-way Slabs.xls
208
TCC31R Rigorous One-way Slabs.xls
214
TCC32 Ribbed Slabs (A&D).xls
221
TCC33 Flat Slabs (A&D).xls
228
TCC33X Flat Slabs (A&D).xls
237
Beams
Columns
Stairs Foundations
TCC41 Continuous Beams.xls
243
TCC41R Rigorous Continuous Beams.xls
249
TCC42 Post-tensioned Analysis & Design.xls (Beta)
256
TCC43 Wide Beams (A & D).xls
264
TCC51 Column Load Take-down Design.xls
270
TCC52 Column Chart generation.xls
276
TCC53 Column Design.xls
278
TCC54 Circular Column Design.xls
280
TCC55 Axial Column Shortening.xls
282
TCC71 Stair Flight & Landing - Single.xls
284
TCC81 Foundation Pads.xls
287
TCC82 Pilecap Design.xls
291
ADMIN FOLDER
298
REFERENCES AND FURTHER READING
299
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Introduction
Introduction The RC spreadsheets were originally produced under the Reinforced Concrete Council’s project, ‘Spreadsheets for concrete design to BS 8110 and EC2’. They were released in January 2000 and have been maintained and extended by the RCC and its successor The Concrete Centre. They continue to be supported by The Concrete Centre.
Eurocode 2 parts 1-1 and 1-2 together with their UK National Annexes have now been published. 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.
In recognition of the new and updated spreadsheets made available as part of the version 2.x issue, it was decided to revise (but not publish) the second edition of the User Guide.
Whilst the spreadsheets to BS 8110 provide a consensus of current commercial reinforced concrete design practice, the spreadsheets to Eurocode 2, provide a consensus of design proceedures to this new design code. The introduction of Eurocode 2 will provide commercial opportunities for those who are prepared to use it.
The introduction of Eurocode 2[3], its National Annex and Amd of BS 8110:1997[2] has necessitated the revision of all the spreadsheets and publication of version 3 of the User Guide. This third edition of the User Guide provides guidance on the use of all spreadsheets produced to date (July 2006). For the experienced engineer, the spreadsheets allow the rapid production of clear and accurate design calculations. The spreadsheets allow younger users to understand concrete design and help them to gain experience by studying their own ‘what if’ scenarios. The individual user should be able to answer his/ her own questions by chasing through the cells to understand the logic used. Cells within each spreadsheet can be interrogated and can have their formulae checked and values traced. The original spreadsheets reflected a consensus of opinion on several design issues. The version 3 Eurocode 2 spreadsheets reflect a consensus of opinion of a limited number of engineers. Students and young engineers may follow the ‘model’ calculations presented in the spreadsheets to form an understanding of current reinforced concrete design. The spreadsheets are intended to follow normal design practice and cater for the design of low- to medium-rise multi-storey concrete framed buildings. They are offered as shareware. However, users are required to register when using them in any commercial capacity. Registration is through The Concrete Bookshop (07004 607777 and www.concretebookshop.com). The original project was jointly 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 support and contributions of time given by individual members of industry. The project was managed by the RCC and guided by an 80-strong Advisory Group of interested parties, including consulting engineers and software houses. In producing the original spreadsheets several issues had to be addressed. Firstly, which spreadsheet package should be used? Excel (© Microsoft Corporation) appeared to hold about 70% of the market amongst structural engineers and was thus adopted. More specifically, Excel ’97© was originally 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. The spreadsheets are compatible with later versions of Excel.
It is believed that both novices and experienced users 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. The spreadsheets to Eurocode 2 should help all engineers to familiarise themselves with the details of this new design code.
Version 2.x The version 2.x released in 2003[3] introduced new spreadsheets to BS 8110, to the more finalised EN 1992-1-1 (Eurocode 2) and an overarching menu spreadsheet. Previously issued spreadsheets to BS 8110 were updated. The new spreadsheets introduced were: ■ Menu
BS 8110 ■ RCC31R Rigorous One-way Slabs ■ RCC32R Rigorous Ribbed Slabs ■ RCC41R Rigorous Continuous Beams ■ RCC43 Wide Beams (A&D) ■ RCC54 Circular Column Design ■ RCC82 Pilecap Design
Eurocode 2 ■ RCCen11 Element Design ■ RCCen12 Bending and Axial Force ■ RCCen13 Punching Shear ■ RCCen14 Crack Width ■ RCCen21 Subframe analysis ■ RCCen31 One-way Solid Slabs (A & D) ■ RCCen31R Rigorous* One-way Solid Slabs ■ RCCen32 Ribbed Slabs (A & D)
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■ RCCen33 Flat Slabs (A & D) ■ RCCen41 Continuous beams (A & D) ■ RCCen41R Rigorous* Continuous Beams ■ RCCen43 Wide Beams (A&D) ■ RCCen52 Column Chart generation ■ RCCen53 Column Design ■ RCCen55 Axial Column Shortening ■ RCCen81 Foundation Pads ■ RCCen82 Pilecap Design
Using and improving the spreadsheets Since their release in 2000 the spreadsheets have proved to be enormously popular. They may now be regarded as having now been thoroughly tested by engineers in practice but this does not mean that they are infallible! The user is referred to Managing the spreadsheets and other General Notes that follow. The older spreadsheets’ usefulness and robustness have been enhanced by users reporting problems or suggesting improvements. Comments or suggestions for improvement are welcomed. Contact The Concrete Centre’s Helpdesk at
[email protected] or on 0700 4 500 500.
Version 3 The release of version 3 of the spreadsheets follows the publication of BS EN 1992-1-1 (Eurocode 2)[3] and the UK National Annex and the publication of Amendment 3 to BS 8110 Part 1: 1987[2]. The requirements within these documents necessitated the revision of all previously published spreadsheets. The opportunity has been taken to introduce new spreadsheets as follows:
BS 8110 ■ RCC82 Pilecap Design
Eurocode 2 ■ TCC33X Flat Slabs (Whole floor) ■ TCC41R Rigorous Continuous Beams ■ TCC42 Post-tensioned Slabs and Beams (A&D) (β version) ■ TCC43 Wide Beams (A&D) ■ TCC54 Circular Column Charting ■ TCC71 Stair Flight and Landing - single ■ TCC81 Foundation Pads ■ TCC82 Pilecap Design
Spreadsheets numbered RCCen11, RCCen12 etc released as Beta versions have been released for use as TCC11, TCC12 etc.
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General notes
General notes Managing the spreadsheets Use Spreadsheets can be a very powerful tool. Their use has become increasingly common in the preparation of design calculations. They 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
■ The limitations of the program may not be sufficiently
apparent to the user. ■ 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 Concrete Centre 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. Many, especially the spreadsheets to BS 8110, have had several years use and maintenance. Inevitably, some unconscious assumptions, inconsistencies, etc.[9] will remain.
For the experienced engineer, the spreadsheets 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 to medium-rise multi-storey concrete framed buildings.
Liability
Spreadsheets allow users to gain experience by studying their own ‘what if’ scenarios. Should they have queries, individual users 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.
As with all software, users 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. The BS 8110 versions have been used for several years and as a result of feedback they have been updated to address known errors. However, users must satisfy themselves that the uses to which the spreadsheets are put are appropriate.
Other benefits include quicker and more accurate reinforcement estimates, and the possibilities for electronic data interchange (EDI) Already, bending schedules derived from spreadsheets are the basis of some EDI and the control of bar-bending machines. Standardised, or at least rationalised, designs make the checking process easier and quicker.
This is especially true with the spreadsheets to Eurocode 2. While the Eurocode 2 versions have been through Beta testing, they have not yet been used in anger. Also, Eurocode 2 is a completely new code to most designers and so there is little experience of design to this standard.
Appropriate use In its deliberations{8} the Standing Committee on Structural Safety (SCOSS) noted the increasingly wide-spread 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 user. ■ A program may be used out of context. ■ The checking process may not be sufficiently fundamental.
A fundamental condition of use Is that the user accepts responsibility for the input and output of the computer and how it is used.
Control Users 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 account 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. Users’ Quality Assurance schemes should address the issue of changes. The possibilities of introducing a company’s own password to the spreadsheets and/ or extending the revision history contained within the sheet entitled Notes! might be considered.
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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 that 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 members, 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 users to input and use their own preferred material properties, bar sizes and spacings, etc. However, user 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-user. There are counter arguments about users 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 user how he/ she uses the output. The spreadsheets have been produced to cater for both first-time users and the very experienced without putting the first-time user off. Nonetheless, their potential applications are innumerable.
Summary With spreadsheets, long-term advantages 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 make the investment. Good design requires sound judgement based on competence derived from adequate training and experience, not just computer programs.
Familiarisation 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 user to judge whether these criteria are pertinent and sufficient for the actual case in hand. It is also incumbent on the user to ensure that 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] or BS EN 1992[3] ■ 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. sub-frame 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 user is referred to BS 8110, BS EN 1992-1-1 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. However, the use of these tables is 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 30m2 ■ 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
panels 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 tabular design spreadsheets should be used with caution.
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General Notes Analysis and design
Column 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 also used in the post-tensioned concrete design spreadsheets.
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.
The sub-frame analysis spreadsheet RCC21.xls may of course be used alone (and the elements designed by other means such as RCC11.xls). The flat slab spreadsheet RCC33 is intended to be used onedirection at a time. TCC33x designs flat slabs to BS EN1992-1-1 in two directions at one time. The post-tensioned concrete design spreadsheet follows the 1994 ‘BS’ version of 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 being designed to BS 8110. A Beta version of the post-tensioned concrete design spreadsheet to Eurocode 2 and the 2005 version of Concrete Society TR43 is included. The examples of the retaining wall and basement wall spreadsheets are based on common UK practice.
Under RCC11 Element Design.xls (or RCC11.xls for short) or TCC11, 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. TCC52 and TCC53 similarly. RCC51.xls is set out so that the user may undertake a traditional column load take down, assess design moments and critical axis before calculating the amount of reinforcement required. TCC51.xls similarly. RCC12.xls determines the capacity of an unsymmetrical reinforced column (or beam). TCC12.xls similarly.
Deflections In most spreadsheets deflection checks are based on span:depth criteria in the codes. Estimates of actual deflections are available within the ‘rigorous’ spreadsheets.
Rigorous spreadsheets Deflection can be the governing criterion of many designs. These spreadsheets allow the estimation of deflection to BS 8110 Parts 1 and 2 or Eurocode 2 Part 1-1. Rather than just check span-toeffective depth ratios, the spreadsheets calculate deflections at 1 /20 the spans using vigorous methods. The Eurocode 2 spreadsheets follows methods described in TR58[30].
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.
Terminology As with all software, spreadsheets have their own jargon. The basic terminology for layout is shown on the screen dump below:
Spreadsheet terminology Excel file name
Cell reference Cell
Drop down menu bar
Toolbars (use View/Toolbars to switch on and off) Formula bar Scroll bar
Worksheet area
Sheet tabs
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Sheet Architecture
The Concrete Centre
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Level 2, Beam on line 6, from B to E
Made by
SUBFRAME ANALYSIS to BS8110:2005
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 practicing 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). Those sheets with names in capitals are intended for printing out as design calculations. 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.
Originated from RCC21.xls v3.0 on CD
Date
RMW Checked
Page
36
11-Apr-06 Revision
chg
© 2006 TCC
Job No
-
R68
BENDING MOMENT DIAGRAMS (kNm) 1000
1000 800
800
600
600 400
400
200
200
0
0
-200
-200
-400
-400
-600
-600
-800
-800
-1000 0
10
B
20
30
SUPPORT No
0
40
E
Elastic Moments
10
B
20
1
2
3
4
5
Elastic M Redistributed M ßb
95.3 90.5 0.950
743.3 557.5 0.750
868.6 694.9 0.800
427.6 406.2 0.950
34.3 32.6 0.950
Redistribution
5.0%
25.0%
20.0%
5.0%
5.0%
SPAN No
Elastic M Redistributed M ßb SHEAR FORCE DIAGRAMS (kN)
30
40
E
Redistributed Envelope
1
2
3
4
185.0 152.1 0.822
633.1 746.8 1.180
400.1 373.5 0.934
121.4 118.8 0.979
~ ~ ~
~ ~ ~
kNm kNm ~
~ ~ ~
Based on support moments of min(ßbM, Malt/ßb)
500
500 400 300 200 100 0 -100 -200 -300 -400 -500
400 300 200 100 0 -100 -200 -300 -400 -500
0
10
20
30
Elastic Shears
B
SPAN No
Elastic V Redistributed V
40
0
E 1
191.0 177.7
10
20
2
312.6 302.0
435.6 422.8
30
40
Redistributed Shears
B
E
3
432.2 433.2
356.9 345.1
282.0 273.7
ACTIONS! sheet Main graphical output of Bending Moment Diagrams, Shear Force Diagrams. Also input for redistribution percentages.
Sheet tabs (from RCC 41.xls) Sheet tabs
Typical spreadsheet screens
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
D&D: Main Beam, from grid C to H
The spreadsheets are intended to be as consistent as possible. Generally, upper sheets consist of calculations, notes and workings as illustrated in the examples 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.
Advisory Group Level 2, Beam on line 6
Made by
from B to E
RMW
SUBFRAME ANALYSIS to BS8110:2005 Originated from RCC21.xls
LOCATION
Revision
chg
© 2006 TCC
59 Job No
-
SPAN 3
LEFT CENTRE M kNm 208.9 192.7 ßb 1.00 0.99 d mm 327.5 322.5 1860 1447 As mm² 286 0 As' mm² TOP STEEL Layer 1 4 H 25 2 H 16 0 0 Layer 2 As prov mm² 1963 As' prov 402 BTM STEEL Layer 1 3 H 16 3 H 25 0 0 Layer 2 As' prov mm² 603 As prov 1473 DEFLECTION Permanent = 13.00 < 24.00 Imposed = 5.77 < 12.00 mm Affecting partitions = 15.56 < 17.14 ok SHEAR V kN 222.2 Link Ø 2.262 10 v N/mm² 0.743 Nominal vc N/mm² LINKS H10 @ 125 for 1875 H10 @ 225 No 2 2 legs
Page
Apr-2006
Checked
ACTIONS
DESIGN
4
R68
RIGHT 206.6 0.86 327.5 1799 357 H
25
1963 H
16
0
As prov 3 0
As' prov 603 Precamber (mm) = 0 Increase btm As by 0% V 215.8 v 2.197 vc 0.743 H10 @ 150 for 1800 2
The Concrete Centre
Spreadsheets to BS 8110
Client Location
Date
rmw
RIGOROUS CONTINUOUS BEAMS to BS 8110:2005 Originated from RCC41R.xls v3.0 on CD
Project
The Concrete Centre Made by
v3.0 on CD
Supports from grid
Checked
to grid
% As Cover min S Links Main bars max V Crack width
35 Job No
-
ok ok ok ok ok ok ok
CHECKS
Page
11-Apr-2006 Revision
chg
© 2006 TCC
B
Date
R68
E
ok ok ok ok ok ok
0.233
ok ok ok ok ok ok ok
0.300
0.266
SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6
L (m)
H (mm)
bw (mm)
hf (mm)
Type
7.000 12.000 12.000 6.000
600 600 600 600
375 375 375 375
150 150 150 150
T T T T
LOADING PATTERN
bf (mm)
1355 2055 2055 1215 0 0
DEAD IMPOSED
min
max
1 0
1.4 1.6
SUPPORTS ABOVE (m)
Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 LOADING Span 1 UDL PL 1 PL 2 Part UDL Span 2 UDL PL 1 PL 2 Part UDL Span 3 UDL
H (mm)
B (mm)
End Cond
H (mm)
B (mm)
End Cond
2.95 3.00 0.00 K 4.00
400 400
300 300
F P
BELOW (m)
3.10 3.10 3.10
400 300 400
300 300 300
P P P
400
300
P
3.10
300
300
P
UDLs (kN/m)
PLs (kN)
Dead Load
Imposed Load
Position from left
Loaded Length
17.50 24 5
5.60 6 18
~~~~~ 2.000 4.500
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~
Imposed Load
Position from left
Loaded Length
12.50
~~~~~
~~~~~ ~~~~~ ~~~~~
32.20
12.50
~~~~~
25
25
5.000
~~~~~ ~~~~~ ~~~~~
24.42
8.65
~~~~~
~~~~~
Span 4 UDL PL 1 PL 2 Part UDL Span 5 UDL PL 1 PL 2 Part UDL Span 6 UDL
ACTIONS
M ßb d As As' TOP STEEL Layer 1 L 2 DESIGN
kNm mm mm² mm²
4 0
LEFT 209.9 0.85 327.5 1819 403 H
25
3
0
0
CENTRE 169.7 0.98 325.0 1264 0 H
16
3
RIGHT 57.3 1.00 332.0 421 0 H
16
0
SPANS! sheet This sheet shows the design of the left, centre and right hand side of each span. Input is needed for the diameter of bars and number of legs of links required. Extraneous spans are blanked out.
Position (m)
Dead Load
32.20
SPAN 4
MAIN! sheet
6
EC2 USERGUIDEv2.indd Sec1:6
17/07/2006 17:01:59
General notes Project Location
Spreadsheets to BS 8110
REINFORCEMENT DESIGN
ANALYSIS I
Level 2, Beam on line 6
SPAN 1
Span =
7.500
m
BS8110
Top Steel
SUBFRAME ANALYSIS to BS8110:2005 Originated from RCC21.xls v3.0 on CD
© 2006 TCC
LEFT 92.8 1.000 625 176.6
ANALYSIS Min load
1.0 0.4
Live load
x dead load x dead load +
1.6
x imposed load
(Table 2.1)
Distribution Factors SUPT 1
SUPT 2
Up col
Aw Af X bar I Stiffness Sum Factor
R
Lo col
1.6E+09 542372881
1.6E+09 387096774
0.2105
0.1503
L 225000 147000 211.08871 1.1527E+10 1646679868 2576149523
Up col
225000 147000 211.08871 1.1527E+10 1646679868 3.E+09
0.6392
1.6E+09 400000000
675000000 163306452
0.1207
0.0493
0.4970
SUPT 4 L Aw Af X bar I Stiffness Sum Factor
0.3741
L 225000 252000 181.132075 1.324E+10 1103349057
Up col
225000 252000 181.132075 1.324E+10 1103349057 3.E+09
0.3330
Lo col
R
L
0 0
0 0
225000 126000 219.230769 1.1075E+10 1845865385
0.0000
0.0000
0.6259
Up col
225000 126000 219.230769 1.1075E+10 1845865385 2.E+09
0.7994
R
Lo col
0 0
0.4254
1.6E+09 387096774
0.0000
SUPT 5
Up col
225000 252000 181.132075 1.324E+10 1103349057 3.E+09
SUPT 3 R
Lo col
0.1492
225000 252000 181.13 1E+10 1E+09
0.4254
SUPT 6 R
Lo col
L
1.6E+09 300000000
675000000 163306452
0 0 #DIV/0! #DIV/0! 0
0.1299
0.0707
0.0000
0 0 #DIV/0! #DIV/0! 0 0.E+00
1.0000
R
Up col
Lo col
0 0
0 0
0 0 #DIV/0! #DIV/0! 0
0.0000
0.0000
0.0000
SUPT 7 L
Up col
Aw Af
Lo col
Partial UDL factors
0 0
X bar
a
#DIV/0!
I
#DIV/0!
Stiffness Sum Factor
0
b
0
0 0.E+00
0
0
0.0000
0.0000
0.0000
1
2
3
4
5
6
0 0
0 0
0.2 0.225
0 0
#DIV/0! #DIV/0!
#DIV/0! #DIV/0!
Fixed End Moments Min load Cant
SPAN 1 R
L
UDL PL 1 PL 2 part UDL FEM
SPAN 2 R
L
SPAN 3 R
L
SPAN 4 R
L
SPAN 5 R
L
SPAN 6 R
L
131.48 0.00 0.00 0.00 131.48
788.90 131.48 0.00 0.00 0.00 131.48
2443.40 386.40 0.00 42.53 0.00 428.93
386.40 0.00 30.38 0.00 416.78
1806.84 293.04 0.00 0.00 28.24 321.28
293.04 0.00 0.00 8.71 301.75
385.50 52.50 21.33 1.41 0.00 75.24
52.50 10.67 4.22 0.00 67.39
0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
134.26 0.00 0.00 0.00 134.26
805.56 134.26 0.00 0.00 0.00 134.26
2617.36 394.56 0.00 85.07 0.00 479.63
394.56 0.00 60.76 0.00 455.32
1765.87 283.30 0.00 0.00 38.40 321.70
283.30 0.00 0.00 11.84 295.14
464.28 47.88 17.07 8.66 0.00 73.61
47.88 8.53 25.99 0.00 82.40
0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
0.00 #DIV/0! #DIV/0! #DIV/0! 0.00
Live load Cant UDL PL 1 PL 2 part UDL FEM
Moment Distribution HiCol Min load
27.68 -15.56 1.14 -1.32 0.03 -0.10
Sum
-0.01 11.87
SUPT 1
-131.48 84.04 73.91 -47.25 -5.39 3.45 6.25 -3.99 -0.15 0.10 0.45 -0.29 0.05 -0.03 -20.34
LoCol
HiCol
19.76
35.91
-11.11
-2.62
0.81
3.04
-0.94
-0.07
0.02
0.22
-0.07
0.03
-0.01 8.47
0.01 36.50
SUPT 2
131.48 147.83 42.02 -10.79 -23.62 12.50 1.72 -0.30 -2.00 0.90 0.05 0.10 -0.14 0.03 299.79
-428.93 99.05 -20.31 -7.23 -1.52 8.37 -1.11 -0.20 0.18 0.61 -0.26 0.07 0.08 0.02 -351.20
LoCol
HiCol
14.66
0.00
SUPT 3
416.78 -40.63 49.53 -3.04 -3.61 -2.22 4.19 0.35 -0.10 -0.52 0.30 0.15 0.03 -0.11 421.11
-1.07 1.24 -0.03 0.09 0.01 0.00 14.90
-321.28 -40.63 -42.37 -3.04 8.84 -2.22 -5.01 0.35 1.31 -0.52 -0.66 0.15 0.21 -0.11 -404.97
LoCol
HiCol
-14.25
0.00
-1.07 -0.78 0.12 -0.18 0.05 -0.04 -16.14
Deflection
ANALYSIS! sheet This sheet shows calculations carried out using moment distribution.
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
3rd Floor slab, from 1 to 5a
rmw
RIBBED SLABS to BS 8110:2005 (Analysis & Design) Originated from RCC32.xls v3.0 on CD
Checked
chg
© 2006 TCC
Date
Project Location
Revision
Support 1 Span 1 Support 2 Span 2 Support 3 Span 3 Support 4
R68
BEAM
No
Type
Dia
Length
Unit Wt
Weight
D UDL
2 5 1 2 4 4 2 4 3 2 4
H H H H H H H H H H H
12 8 16 20 8 12 20 8 12 20 8
1025 1025 2225 2250 2250 4425 3625 3625 4675 2400 2400
0.888 0.395 1.578 2.466 0.395 0.888 2.466 0.395 0.888 2.466 0.395
1.8 2.0 3.5 11.1 3.6 15.7 17.9 5.7 12.5 11.8 3.8
L UDL D PUDL L PUDL PL 1
PL 2
X
M(r) all M(r) odd M(r) even 70% max 70% min Lower bound Upper bound
1150 400 3475 4750 3475 5900 1725
k tens 1.485
k comp 1.050
Allowed
3.4.4.4 3.4.4.4 3.4.4.4 3.4.4.4 3.12.5.3 3.12.11.2.7
ok
3.12.11.2.7
Eqn 8 >
2175 38.2 12 219.0 0.156 0.0092 208.1 194 325 325 No 657 348 0.159 186.0
ok
Allowed
34.88 Fig 3.12 Table 3.18
3.4.4.4 3.4.4.4 3.4.4.4 3.4.4.4 3.12.5.3 3.12.11.2.7
ok
3.12.11.2.7
Eqn 8
36.489
>
34.88
GRAPH DATA I
© 2006 TCC
1.578 2.466 1.578 3.853 1.578 3.853 1.578
1.8 1.0 5.5 36.6 11.0 45.5 8.2
26
0 0 0 -80.7 0 0 32.2 0 44.7 44.7 0 44.7 44.7 0 44.7 44.7
37 0 0 76.8 0 32.2 44.7 0 44.7 44.7 0 44.7 44.7 0 44.7 44.7
7 32.2 44.7 0 44.7 44.7
7 -80.7 7 0 32.2 0 44.7 44.7 7 44.7 44.7 12 44.7 69.7
7 78.1 7 32.2 44.7
19 32.2 44.7 7 44.7 44.7
7 44.7 44.7 12 69.7 94.7
19 -80.7 19 0 32.2 7 44.7 44.7 19 33.1 33.1 19 33.1 33.1
19 0 19 24.4 33.1 7 44.7 44.7 19 33.1 33.1 19 33.1 33.1
31 24.4 33.1 7 44.7 44.7
31 -26 31 0 24.4
33 23.1 47.1 35.5 23.1 28.1
31 0 31 17.5 23.1 20.5 33.1 33.1 33 47.1 53.1 35.5 28.1 46.1
37 17.5 23.1 20.5 40.6 37.6
37 -80.7 37 0 17.5 22.9 40.6 37.6 37 0 0 37 0 0
37 104 37 0 0 22.9 33.1 33.1 37 0 0 37 0 0
37 0 0
37 -26 37 0 0 31 23.1 23.1 37 0 0 37 0 0
37 26 37 0 0 31 23.1 23.1 37 0 0 37 0 0
3
3 2 2
SPAN 1
Beam
16 20 16 25 16 25 16
ok
ok
325 325 No 657 348 0.159 116.2 36.335
Fig 3.12 Table 3.18
MOMENT DIAGRAMS
M(e) all
H H H H H H H
ok
Spreadsheets to BS 8110 Level 2, Beam on line 6
LOADING DIAGRAM SUPPORTS
1 1 1 2 2 2 3
2175 246.4 16 217.0 0.132 0.0601 201.4 1294 0.00% 1294 100 Yes 189 1508 0.695 357.5
3.7.4.2
1875 20.6 12 219.0 0.156 0.0057 208.1 121
Job No
-
M(e) odd
Support 1 Span 1 Support 2 Span 2 Support 3 Span 3 Support 4
2175 176.0 20 215.0 0.156 0.0438 204.0 912 54.36% 1408 200 Yes 358 1571 0.731 179.7
Base ratio 26
Originated from RCC21.xls v3.0 on CD
M(e) even
BOTTOM STEEL
1875 82.1 16 217.0 0.132 0.0233 206.2 489 0.00% 489 400 No ok 651 503 0.232 405.1 k comp 1.050
3.4.4.3 Fig 3.13
/47
APPROXIMATE WEIGHT of REINFORCEMENT TOP STEEL
1875 144.0 20 215.0 0.156 0.0415 204.3 865 47.52% 1276 225 Yes ok 378 1396 0.649 191.7 k tens 1.478
Ref
0.25L 58.8 1.000
SUBFRAME ANALYSIS to BS8110:2005
Page
Apr-2006
RIGHT 328.5 0.800 2175 614.5
BAR! sheet This sheet shows the design of the distribution concrete section in detail and gives references to the appropriate clause numbers in BS 8110. The designs for Spans 2,3 etc follow on.
The Concrete Centre Made by
kNm Total Design M ßb Be mm Mt max kNm MIDDLE STRIP b mm 3425 M kNm 1.8 Bar dia mm 12 d mm 219.0 K' 0.156 K 0.0003 z mm 208.1 As mm²/m 6 As enhancement deflection control As final mm²/m 325 S mm 325 Clause b ? No S max mm 657 As prov mm²/m 348 =% % 0.159 fs N/mm² 5.7 Deflection Base ratio 26 COLUMN STRIP b mm 625 M kNm 92.8 Bar dia mm 16 d mm 217.0 K' 0.156 K 0.0789 z mm 195.9 As mm²/m 1743 As enhancement deflection control As final mm²/m 1743 S mm 100 Clause b ? Yes S max mm 175 As prov mm²/m 2011 =% % 0.927 N/mm² 289.0 fs
SPAN 319.9 1.077
Beam
0 0 0 0 0 0 0 0 0 0 0 0 0
0 36 95.3 -39 0 37.8 90.5 -40.9 66.7 -27.3 -40.9 90.5 0
0.35 -10 32.4 -45.7 0 -11.9 32.3 -48.5 22.7 -32 -48.5 32.3 0
0.7 -48.1 -22.5 -48.4 0 -53.7 -17.9 -52.1 -15.7 -33.9 -53.7 0 0
1.05 -78.2 -69.4 -47.2 0 -87.5 -60.2 -51.7 -33 -54.8 -87.5 0 0
1.4 -100 -108 -42 0 -113 -94.5 -47.5 -29.4 -75.8 -113 0 0
1.75 -115 -139 -32.9 0 -131 -121 -39.2 -23.1 -97.5 -131 0 0
2.1 -121 -162 -19.9 0 -141 -139 -27.1 -13.9 -114 -141 0 0
2.45 -119 -177 -2.93 0 -143 -150 -10.9 -2.05 -124 -150 0 0
2.8 -109 -184 18 0 -137 -152 9.11 12.6 -129 -152 12.6 0
3.15 -91.5 -183 42.9 0 -123 -146 33.1 30 -128 -146 33.1 0
3.5 -65.8 -175 71.7 0 -101 -133 61.1 50.2 -122 -133 61.1 0
3.85 -32.1 -158 104 0 -71 -111 93 73.1 -110 -111 93 0
4.2 9.57 -133 141 0 -33.1 -81.9 129 98.8 -93 -93 129 0
4.55 59.2 -100 182 0 12.9 -44.5 169 127 -70.1 -70.1 169 0
4.9 117 -59.3 226 0 66.7 0.96 212 158 -41.5 -41.5 212 0
5.25 182 -10.6 275 0 129 54.4 260 192 -7.41 -7.41 260 0
0 7 743 354 741 0 557 442 557 520 248 0 557 0
0.6 7.6 501 245 491 0 316 335 316 351 172 0 351 0
1.2 8.2 282 149 265 0 97 240 97 197 104 0 240 0
1.8 8.8 85.9 63.5 62.2 0 -98.1 156 -98.1 60.1 43.6 -98.1 156 0
2.4 9.4 -86.4 -10 -117 0 -270 83.3 -270 -7.01 -82 -270 83.3 0
3 10 -235 -71.9 -273 0 -418 22.6 -418 -50.4 -191 -418 22.6 0
3.6 10.6 -361 -122 -406 0 -543 -26.5 -543 -85.6 -284 -543 0 0
4.2 11.2 -463 -161 -515 0 -644 -64 -644 -113 -360 -644 0 0
4.8 11.8 -541 -188 -600 0 -722 -89.9 -722 -132 -420 -722 0 0
5.4 12.4 -566 -194 -632 0 -747 -94.3 -747 -136 -443 -747 0 0
6 13 -553 -183 -626 0 -733 -82 -733 -128 -438 -733 0 0
6.6 13.6 -516 -160 -597 0 -695 -58.2 -695 -112 -418 -695 0 0
7.2 14.2 -456 -126 -543 0 -635 -22.7 -635 -88.1 -380 -635 0 0
7.8 14.8 -373 -80.1 -467 0 -550 24.3 -550 -56.1 -327 -550 24.3 0
8.4 15.4 -266 -22.7 -367 0 -443 82.9 -443 -15.9 -257 -443 82.9 0
9 16 -135 46.3 -244 0 -312 153 -312 32.4 -171 -312 153 0
5 25 4 3 19 11 3 2 32 3
SPAN 2 Local X X M(e) all M(e) odd M(e) even Beam M(r) all M(r) odd M(r) even 70% max 70% min Lower bound Upper bound Beam
9 16 18 12 -9 -1 2 -1 88 -6 -1 2
SPAN 3
WEIGHT! sheet Calculates the theoretical weight of reinforcement required. 12.92
GRAF! sheet Data for graphs used in charts.
202.3
7
EC2 USERGUIDEv2.indd Sec1:7
17/07/2006 17:02:10
contain variously checks, print boxes and combo-boxes, (see Help in Excel). Print buttons (buttons with macros assigned to them) automatically print out the calculation sheets providing macros that have not been switched off. Combo-boxes allow choices between specified options.
Disclaimer 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, TCC or their subcontractors, suppliers or advisors. Users should note that all TCC 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 The Concrete Centre, Riverside House, 4 Meadows Business Park, Station Approach, Blackwater, Camberley, Surrey GU17 9AB.
Status of spreadsheet Public release version. Revision history
Date
This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered with the RCC
RCC11 Element Design.xls
Action
RCC11 v3.1
Differentiation between flat slabs and other slabs on SLAB page.
RCC11 v3.0
Updated to 2005 versions of BS8110 & BS8666
317
03-Feb-04
RCC11 v2.2
Minor correction to cell N12 on "SLAB" (> changed to < ).
289
21-Jan-03
RCC11 v2.1
11-Oct-02
DETR logo replaced by DTI.
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.
Size (kB)
Version
15-Feb-06 20-Oct-05
331
289
RCC11 v2.0
Version 2 enhancements
304
01-Oct-02
RCC11 v1.7
COLUMN: Minor mods to N37:U37; Chart at U2 reactivated.
284
22-Jun-01
RCC11 v1.6
Addition of input controls.
284
26-Jan-01
RCC11 v1.5
Addition of input controls.
283
05-Dec-00
RCC11 v1.4
SHEAR:K22 lateral link spacing corrected.
189 185 183
24-Nov-00
RCC11 v1.3
SHEAR:C19 & C20 reformatted, and lateral link spacing check added (C Braidwood).
30-May-00
RCC11 v1.2
R Lawson comments incorporated ( γc refs etc).
08-May-00
RCC11 v1.1
Revisions to TEE~BEAM. Option of required compression rebar added. Neutral axis, x allowed below flange soffite - IStructE 'Green book' method followed where flanges outside bw have z = d-hf/2, and bw acts as beam.
182
03-Aug-99
RCC11 v1.0
First public release. Includes β version comments & chg mods to COLUMN
190
Other sheets
NOTES! sheet Disclaimers, status and revision history of the spreadsheet.
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. Input cells are in blue and are underlined (so they can be recognised in black and white printouts). The cells under Operating Instructions to the right hand side contain help and error messages that are intended to help the user with the correct operation of the spreadsheet. They also
These sheets are not necessarily intended for printing out and may not be understandable without reference to the printed calculations. For instance, in the case of RCC52.xls Calcs!, the NM relationship in a particular column is calculated for increments of neutral axis depth. Many iterations are required in order to construct the N-M graph. Therefore there are 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.
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 users’ Quality Assurance procedures. The revision/ version and name of the spreadsheet should appear on all print-outs. This example is taken from RCC52.xls Notes!
Typical Upper sheet
Concurrent software being used
Combo-box (Used for automated choices)
8
EC2 USERGUIDEv2.indd Sec1:8
17/07/2006 17:02:24
General notes Example of an ‘other’ sheet Spreadsheets to BS 8110 Columns at A1, A2 etc
Project Location
CALCULATIONS I
COLUMN CHART FOR SYMMETRICALLY REINFORCED RECTANGULAR COLUMNS BENT ABOUT THE X-X AXIS TO BS 8110:2005 Originated from 'RCC52.xls' v3.0 on CD
© 2006 TCC
CALCULATIONS .67fcu/m = fy/m = net fy/m =
32
13.40 434.78 421.38
N/mm² N/mm²
0.00 480.00
ALL CALCULATIONS DERIVED FROM FIGURE 3.3 AND CLAUSE 3.4.4.1
408.42 480.00
N/mm²
Bar diameter
d' = N=0 quadratic n max =
54
mm
a = 4824.000 913.2
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
25
N=0 88.26 425764 0.00136 0.01022 258.32 434.8 623255 1049019 306.28 0.00 312.39 87.10 11.98
d= 346 mm Asc = 4825.5 mm² b = ######## c = -9.E+07 Interval = 5.497 (24 intervals between N=0 and Nbal) (solve for zero N) 93.76 99.25 104.75 110.25 115.74 121.24 452281 478797 505313 531830 558346 584862 0.00148 0.00160 0.00170 0.00179 0.00187 0.00194 0.00942 0.00870 0.00806 0.00748 0.00696 0.00649 283.43 305.76 325.74 343.73 360.02 374.82 434.8 434.8 434.8 434.8 434.8 434.8 683837 737709 785928 829338 868625 904349 1049019 1049019 1049019 1049019 1049019 1049019 303.81 301.34 298.86 296.39 293.92 291.44 87.10 167.49 242.22 312.15 377.95 440.19 324.37 335.24 345.15 354.22 362.56 370.26 80.39 10.87
74.73 9.91
69.93 9.08
65.80 8.34
62.24 7.69
59.14 7.11
126.74 611379 0.00201 0.00606 388.34 434.8 936975 1049019 288.97 499.34 377.36
132.23 637895 0.00207 0.00566 400.74 434.8 966888 1049019 286.49 555.76 383.94
137.73 664412 0.00213 0.00529 412.15 434.8 994414 1049019 284.02 609.81 390.04
143.23 690928 0.00218 0.00496 421.38 434.8 1016688 1049019 281.55 658.60 395.25
148.72 717444 0.00223 0.00464 421.38 434.8 1016688 1049019 279.07 685.11 397.07
56.43 6.58
54.04 6.10
48.79 5.20
26.52 1.82
26.52 1.69
Bar diameter
d' = N=0 quadratic n max =
50.5
mm
a = 4824.000 922.5
d= 349.5 mm Asc = 2945.2 mm² b = 370831.72 c = -5.E+07 Interval = 6.253 (24 intervals between N=0 and Nbal)
Notes! sheet Disclaimer 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, TCC or their subcontractors, suppliers or advisors. Users should note that all TCC 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 The Concrete Centre, Riverside House, 4 Meadows Business Park, Station Approach, Blackwater, Camberley, Surrey GU17 9AB.
Status of spreadsheet Public release version. Revision history
This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered with the RCC RCC11 Element Design.xls
Date
Version
Action
Size (kB)
15-Feb-06
RCC11 v3.1
Differentiation between flat slabs and other slabs on SLAB page.
331
20-Oct-05
RCC11 v3.0
Updated to 2005 versions of BS8110 & BS8666
317
03-Feb-04
RCC11 v2.2
Minor correction to cell N12 on "SLAB" (> changed to < ).
289
21-Jan-03
RCC11 v2.1
DETR logo replaced by DTI.
289
11-Oct-02
RCC11 v2.0
Version 2 enhancements
304
01-Oct-02
RCC11 v1.7
COLUMN: Minor mods to N37:U37; Chart at U2 reactivated.
284
22-Jun-01
RCC11 v1.6
Addition of input controls.
284
26-Jan-01
RCC11 v1.5
Addition of input controls.
283 189
05-Dec-00
RCC11 v1.4
SHEAR:K22 lateral link spacing corrected.
24-Nov-00
RCC11 v1.3
SHEAR:C19 & C20 reformatted, and lateral link spacing check added (C Braidwood).
185
30-May-00
RCC11 v1.2
R Lawson comments incorporated ( γc refs etc).
183
08-May-00
RCC11 v1.1
Revisions to TEE~BEAM. Option of required compression rebar added. Neutral axis, x allowed below flange soffite - IStructE 'Green book' method followed where flanges outside bw have z = d-hf/2, and bw acts as beam.
182
03-Aug-99
RCC11 v1.0
First public release. Includes β version comments & chg mods to COLUMN
190
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Using the spreadsheets Frequently Asked Questions Macros When loading the individual spreadsheets, Excel may warn 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 may affect the actual function of the spreadsheets but will certainly 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 user, the appearance on screen will be different 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 recommended that the Tekton and Marker fonts are copied into your computer’s font library. The Freewave fonts may be found in the Fonts folder on the CD-ROM.
■ to the right hand side of the spreadsheets, cells under
Operating Instructions contain help and error messages. ■ Queries may be e-mailed to
[email protected].
Preference will be given to those who have registered.
Support E-mailed questions, comments, developments and suggestions are welcomed. Send them to
[email protected]. Preference will be given to those who are registered, as detailed above.
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 owners a registration fee if you find the program useful or if the programs are used for commercial use. In general you may pass on copies of shareware programs to colleagues within the UK, although commercial (for a fee) distribution requires special written permission from the publisher.
Availability/registration The RC Spreadsheets are made available as shareware from The Concrete Centre see www.concretecentre.com/rcspreadsheets. However, the spreadsheets may not be used for commercial purposes until the user has purchased and validated a licence.
They may be copied in the following manner, either:
Licences may be purchased from The Concrete Bookshop (www.concretebookshop.com, Tel +44 (0)7004-607777) or via The Concrete Centre website. Licences may be validated via www.concretecentre.com/rcspreadsheets. The purchase price includes
■ Start/Settings/Control Panel/Fonts/ File/ Add Fonts and when
■ Permission to use the spreadsheets for commercial purposes
asked ‘copy fonts to system directory?’ answer ‘yes’. or ■ Through Microsoft Explorer and copying (or dragging)
the font files into your font library, usually contained in Windows/ Set-up/ Fonts
Help A printed copy of this User Guide is available from The Concrete Bookshop (07004 607777 or www.concretebookshop.com). The User Guide is also available as an Adobe Acrobat file UserGuid pdf, (on the CD-ROM). A copy of Adobe Acrobat Reader will be required to read this file. Help is also available at the following places: ■ Within Excel under Help
for at least one year ■ A hard copy of this publication, User Guide to RC
Spreadsheets: v3 ■ CD-ROM containing RC Spreadsheets: v3, together with
Admin files, which themselves contain fonts, issue sheets, user guide files etc. ■ Occasional e-mails to inform them of any revisions
orchanges to the spreadsheets or other relevant information ■ Details of how to download updates of the spreadsheets ■ Preferential treatment with regard to support
Further information, updates, FAQs, free trial download versions of some spreadsheets, latest news and other information on the RC-Spreadsheet suite is available on www.concretecentre. com/rcspreadsheets
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General notes Overseas use The spreadsheets have been developed and maintained for use within the UK. The Concrete Centre reserves the right to pass details of non-UK registrants to any future owner of the non-UK copyright or overseas distributor of the spreadsheets.
Updates It is intended that The Concrete Centre’s website will include updated versions of the spreadsheets. Registrants will be provided with information on how to download updates.
Using the spreadsheets for the first time 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.
software and networks only recognise eight characters for a file name. In use, users may be requested by the system to allow abbreviated names, e.g. 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 ’98, NT, 2000, 2002 or XP insert the spreadsheet CD-ROM into the CD drive (drive D: assumed). A spreadsheet can be loaded using one of the following methods: ■ Your computer may automatically present a view of the files
available on the CD-ROM in which case double click the mouse pointer on the spreadsheet of your choice, e.g.MENU. xls//. If not already loaded and presuming it is available, Excel will boot up and load up with MENU.xls ready for operation. Excel will most probably warn about macros before loading the spreadsheet fully. In order to proceed, enable macros (see below). Otherwise ■ From ‘My Computer’, double click(//) on My Computer, double
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 are available on CD-ROM or from The Concrete Centre’s website www.concretecentre.com. 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 User guide.
Excel The spreadsheets are normal Excel files. Excel (© Microsoft Corporation) is a standalone package or may be included as part of the Microsoft Office package on PCs or Macs. The files are compatible with Excel 2002, part of Office 2002, 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). Those running Excel 2000 are advised to use the Save As/ .xls function to avoid inordinately large file sizes.
click on D (assumed CD drive) //double click on spreadsheet of ones choice //. ■ 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.Menu.xls//. If not already loaded and available, Excel will boot up and load up with Menu.xls. ■ 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 ■ Click mouse on the CD Drive (D)//. Double click mouse on the
spreadsheet of your choice, e.g. Menu.xls//. The design spreadsheets may, if the user wishes, be loaded direct. In the above instructions replace MENU.xls with the name of the spreadsheet required. The advantages of using MENU.xls are explained later. No installation program per se is included. Under file managers such as Microsoft Explorer, the CD-ROM versions of the spreadsheets can be dragged and dropped into an appropriate folder specified by the user. Alternatively, from within Excel, the spreadsheets can be loaded directly from the CD-ROM – but should users wish to save the modified spreadsheet, it has to be saved to an alternative drive.
Long file names The base versions of the spreadsheets are saved with long file names to aid familiarity with each spreadsheet’s purpose. Some 11
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Default font size Even with the correct fonts installed, the appearance of the sheets might be different from those intended. This may be due to the default font size on the user’s computer being different from the font size 12 used in the development of the spreadsheets. For instance if the user’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. (In Excel check 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 for 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.
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 a 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.
#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.
Printing The sheets may be printed out in several ways:
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.
■ 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
They will obviously work in VGA (600 x 480), but higher resolutions are recommended.
■ Copying and pasting (special) parts of the spreadsheets to
Input
■ Pasting as other formats will probably require some
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 may 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 is entered. 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 only be overwritten if the user has taken positive steps to overwrite original contents. In the page headers the ‘Made by’ and ‘Checked’ boxes should be completed
a word processor or other package. Pasting (special) into a word processor file as a bitmap produces a wysiwyg image. 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 intended. Some manipulation for printing with your configuration may be inevitable.
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General notes AutoComplete Excel’s facility for AutoCompleting cells (e.g. entering ‘T’ might autoComplete 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.
Continued use Conditions of use: disclaimers A fundamental condition of use that the user 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. Users must satisfy themselves that the uses to which the spreadsheets are put are appropriate. Users 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).
Nominal protection Users 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 users 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 The Concrete Centre logo).
be used as record copies to help identify changes. Users’ Quality Assurance procedures may dictate the use of more sophisticated protection measures.
Development The nominal protection within the spreadsheets may be overridden to allow customisation and individual development. Any development of the spreadsheets should be undertaken by experienced staff who have a good 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 Quality Assurance procedures. Notwithstanding the above, copyright of the spreadsheet contents remains with The Concrete Centre. Altered or amended versions of the spreadsheets may not be sold or hired without the written permission of the Centre. Please inform The Concrete Centre of any major discrepancies found or improvements made.
Saving files/ file management Many users 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.
■ The protection should stop inadvertent changes and
corruption of cells.
Linking spreadsheets
■ Developments and improvements can be made and fed back
to The Concrete Centre. Such feedback is encouraged and allows a wider consensus to be gained. ■ Protection can always be overcome by determined users. ■ 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 password, in other words users 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.
To avoid complications, links between different design spreadsheets have not been used. Nonetheless, for the experienced user, 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 user are at his or her discretion.
Assumptions made During the course of development of these spreadsheets, a number of structural and computing assumptions have been made. These are discussed below.
Users and managers must address change control and versions for use. The Concrete Centre can only control the base versions issued on CD-ROM (and web page). The published examples can 13
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As enhancement
Reinforcement densities
Several of the BS8110 spreadsheets contain automatic routines that increase As 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.
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, non-rectangular 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 author’s interpretation of BS 8110. They make no specific allowance for wastage.
Redistribution Those spreadsheets with analysis allow redistribution in accordance with BS 8110: Part 1, Clause 3.2.2.1 or Eurocode 2 Clause 5.5. The user may choose between three options. These options do not affect redistribution at supports but do determine how span moments are calculated, as shown in Table 1.
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.
Table 1 Redistribution options in spreadsheets with analysis Spreadsheet option number
Design support moment
Design span moments Support moment from which span moment is calculated
Comments
0
ßbM
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 support 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 supports, 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 support, all spans loaded Malt = maximum elastic Moment at support, alternate spans loaded
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General notes Rationalisation of reinforcement Although it may appear that many of the spreadsheets give least weight solutions (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 minimal. The user 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 enable automatic rationalisation. A detailer can always close up spacing and/ or reduce bar diameters if desired.
Analysis: cantilever deflections and support rotation Support rotations are ignored. Support 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 or Eurocode 2’s deemed-to-satisfy l/d checks are adequate. If support rotations are expected to be critical additional checks should be undertaken.
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 user (i.e. the designer) and the detailer to decide how to rationalise bar arrangements. Any estimates of reinforcement must take this process into account. Other spreadsheets tend to size bars in such a way that minimum centres (or clear spacings) are not exceeded. 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 supports of beams, connection details, etc. need to be considered.
Definitions of imposed and live loads For the BS8110 spreadsheets, imposed load is taken to be the characteristic imposed load input by the user. For floors this might be the minimum imposed floor loads described in BS 6399[19] Part 1 Table 1. Live load is taken to be that part of the ultimate load that is not characteristic dead load (i.e. in BS8110 spreadsheets, live load = n - gk ). (For the Eurocode 2 spreadsheets no such distinction is needed. Variable actions should be as described in BS EN 1991-1[35]. For permanent actions, γG is intended to be constant across all spans and therefore not ‘live’.)
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Menu.xls This spreadsheet acts as both menu program, allowing the user to load the spreadsheet they want to use, and as a version checker. It is intended to help the user designing a number of elements at one session and to help ensure that the most up to date versions of the spreadsheets are in use. To work properly it must reside in the same folder as the design spreadsheets themselves.
Welcome!
Depending upon the level of security you have set up on your version of Excel, you may be asked whether you wish macros to run; please answer ‘Enable macros’. Once Menu.xls is loaded, you may also be asked whether you want to update links. If you wish the current version numbers in your folder to be displayed answer ‘Update’.
Welcome!
BS8110!
Welcome gives a quick introduction to the spreadsheets by covering in outline: Limitations & Assumptions System requirements ■ Disclaimer ■ Licence conditions ■ Instructions for Use ■ Basic Instructions ■ Macros
BS8110!
Eurocode 2!
This sheet shows the spreadsheets available for the design of elements to BS 8110. Adjacent to the title of each spreadsheet is a button which may be clicked in order to load that spreadsheet.
Eurocode 2! Similarly, this sheet highlights the spreadsheets available for the design of elements to Eurocode 2. Adjacent to the title of each spreadsheet is a button that may be clicked in order to load that spreadsheet.
Versions!
In due course further spreadsheets will be released and made available.
Versions! This sheet shows the version number of each spreadsheet in your folder.
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Spreadsheets to BS 8110
Spreadsheets to BS 8110
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RCC11 Element Design.xls
RCC11 Element Design.xls RCC11.xls includes sheets for designing: ■ Solid slabs, ■ Rectangular beams ■ T beams (and ribbed slabs) for bending ■ Beam shear an ■ Columns with axial load and bending about one axis
RCC11.xls designs elements to BS 8110: Part 1, 1997 including Amd 3[2]. 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-todepth 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-supported span, in a continuous span, at supports or in a cantilever. These choices have a bearing on deflection limitations and the user should choose the appropriate location from the combo-box to the right hand side. The user 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 user in cell M7. Engineering judgement is required to ensure that any over-stress is acceptable and that specified reinforcement is sensibly rationalised. Slight variances in reinforcement requirements may be found. These are 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 simply-supported span, in a continuous span, at supports or in a cantilever. These choices have a bearing on deflection limitations and the user 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!
TEE~BEAM! TEE~BEAM! designs T beams and L beams in single simplysupported span, end span, internal span or cantilever locations. Again, these choices have a bearing on deflection limitations and the user should choose the appropriate location from the combo-box to the right hand side. With respect to the effective width of the flange, the user may also choose that the section is considered as a tee- or inverted L beam. A default value for the width of the flange bf is calculated and displayed as input. This cell may be overwritten if, for instance, say the user 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.
SHEAR! This sheet checks beams or slabs for shear and calculates any shear reinforcement required. It is hoped that the input is selfexplanatory. Providing the applied load is fundamentally a UDL, or where the principal load is located further than 2d from the face of the support, BS 8110: Clause 3.4.5.10 allows shear to be checked at d from the face of support. Checks for maximum shear (either 5.0 N/mm2 or 0.8fc u 0.5 ) are carried out automatically. In beams, the designed links will be necessary for a distance from the support before reverting to nominal link arrangements. A maximum link spacing of 600 mm is used; this is seen as a sensible maximum. Apart from punching shear, shear in slabs is rarely critical (see RCC13.xls).
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COLUMN! This sheet designs symmetrical rectangular columns where both axial load, N, and maximum design moment, Mx are known (see BS 8110: Part 1, Clauses 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 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. 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. Theoretical overstressing by up to 2% is considered to be acceptable. 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.
Notes! This sheet gives disclaimers and revision history
20
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RCC11 Element Design.xls RCC11 Element/ SLABS!
ELEMENT DESIGN to BS 8110:2005
SOLID SLABS Originated from RCC11.xls v3.1
© 2006 TCC
INPUT Location D&D: interior span solid slab γc = 1.50 Design moment, M 216.0 kNm/m fcu 40 N/mm² γ s = 1.15 ßb 1.00 fy 500 N/mm² span 6500 mm steel class A mm Section location CONTINUOUS SPAN Height, h 1000 mm Compression steel NONE Bar Ø 20 mm to these bars (deflection control only) cover 50 ONE or TWO WAY SLAB OUTPUT D&D: interior span solid slab Compression steel = NONE d = 1000 - 50 - 20/2 = 940.0 mm . (3.4.4.4) K' = 0.156 > K = 0.006 ok . (3.4.4.4) z = 940.0 [0.5 + (0.25 - 0.006 /0.893)]^½ = 933.6 > 0.95d = 893.0 mm (3.4.4.1) As = 216.00E6 /500 /893.0 x 1.15 = 556 < min As = 1300 mm²/m PROVIDE H20 @ 225 = 1396 mm²/m . (Eqn 8) fs = 2/3 x 500 x 556 /1396 /1.00 = 132.8 N/mm² (Eqn 7) Tens mod factor = 0.55 + (477 - 132.8) /120 /(0.9 + 0.244) = 2.000 (3.4.6.3) Permissible L/d = 26.0 x 2.000 = 52.000 . Actual L/d = 6500 /940.0 = 6.915 ok . . .
21
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RCC11 Element Design/ RECT~BEAMS!
ELEMENT DESIGN to BS 8110:2005
RECTANGULAR BEAMS Originated from RCC11.xls v3.1
© 2006 TCC
INPUT Location D&D: Main beam 1st Floor @internal support Design moment, M 282.0 kNm fcu 35 ßb 0.70 fy 500 steel class A Span 8000 mm Height, h 500 mm Comp cover 40 Breadth, b 300 mm Tens cover 48 Tens Ø mm Side cover 35 25 Comp Ø mm Section location 12 OUTPUT (3.4.4.4) (3.4.4.4) (3.4.4.4)
(Fig 3.3) (Fig 3.3)
(Fig 3.3)
(Eqn 8) (Table 3.11) (Table 3.10) (3.4.6.3) (3.4.6.1)
N/mm² N/mm²
c 1.50 s 1.15
mm to main reinforcement mm to main reinforcement mm to main reinforcement CONTINUOUS SPAN
D&D: Main beam 1st Floor @internal support d = 500 - 48 - 25/2 = 439.5 mm K' = 0.104 < K = 0.139 compression steel required z = 439.5(0.5 + (0.25 - 0.104/0.893)^½ ) = 380.7 < 417.5 mm x = (439.5 - 380.2) /0.45 = 131.9 mm d' = 40 + 12/2 = 46.0 mm . Gross fsc = 434.8 N/mm² from strain diagram net fsc = 434.8 - 0.67 x 35 /1.5 = 419.1 > 0 N/mm² Excess M = M - Mu = 282.0(0.139 - 0.104) /0.139 = 70.4 kNm As' = 70.4E6 /419.1 /(439.5 - 46.0) = 427 mm² PROVIDE 4H12 compression steel = 452 mm² . fst = 434.8 N/mm² . As = (70.4E6 /393.5 + 211.6E6 /380.2) /434.8 = 1692 mm² .
.
.
As enhanced by 14% for deflection PROVIDE 4H25 tension steel = 1963 mm² fs = 2/3 x 500 x 1,692 /1,963 /0.70 = 410.3 N/mm² Comp mod factor = 1 + 0.343 /(3 + 0.343) = 1.103 < 1.5 Tens mod factor = 0.55 + (477 - 410.3) /120 /(0.9 + 4.866) = 0.646 < 2 Permissible L/d = 26.0 x 1.103 x 0.646 = 18.533 Actual L/d = 8000 /439.5 = 18.203 ok .
22
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RCC11 Element Design.xls RCC11 Element Design/ TEE~BEAMS!
ELEMENT DESIGN to BS 8110:2005
SIMPLE TEE & L BEAMS Originated from RCC11.xls v3.1
© 2006 TCC
INPUT
Location D&D: Main beam, 1st Floor 8m span c 1.50 M 280.0 kNm fcu 40 N/mm² s 1.15 ßb 1.00 fy 500 N/mm² steel class A span 8000 mm Comp cover 48 mm to main reinforcement h 500 mm bw 300 mm Tens cover 40 mm to main reinforcement bf 400 mm Side cover 35 mm to main reinforcement INTERIOR SPAN hf 100 mm Section location mm Section shape T BEAM Tens Ø 32 Top steel 2 no & Ø 12 .
OUTPUT
D&D: Main beam, 1st Floor 8m span d = 500 - 40 - 32/2 = 444.0 mm K' = 0.156 > K = 0.089 x = 444 /0.45(0.5 - (0.25 - 0.089 /0.893)^½) = 110.4 mm z = 444 - 0.45 x 110.4 = 394.3 < 421.8 mm As' = 0 < 226 mm² As = 280.0E6 / 394.3 /500 x 1.15 = 1633 mm² . . PROVIDE 3H32 bottom = 2413 mm² fs = 2/3 x 500 x 1,633 /2,413 = 225.6 N/mm² Comp mod factor = 1 + 0.170 /(3 + 0.170) = 1.054 < 1.5 Tens mod factor = 0.55 + (477 - 225.6) /120 /(0.9 + 3.551) = 1.021 < 2 Permissible L/d = 24.1 x 1.054 x 1.021 = 25.961 Actual L/d = 8000 /444.0 = 18.018 ok
(3.4.4.4) (3.4.4.4) (3.4.4.4)
(3.4.4.4)
(Eqn 8) (Table 3.11) (Table 3.10) (3.4.6.3) (3.4.6.1)
.
(within flange)
23
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RCC11 Element Design/ SHEAR!
ELEMENT DESIGN to BS 8110:2005
BEAM SHEAR Originated from RCC11.xls v3.1
© 2006 TCC
INPUT Location D&D: Main beam, 1st Floor 8m span, RH end c 1.50 fcu = 35 N/mm² d b s 1.15 540 400 fyl = 500 N/mm² steel class A Main Steel
Link
Legs
Side cover
Shear V
UDL
4
25
10
2
35
264.0
97.9
No
mm Ø
mm Ø
No
mm
kN
kN/m
OUTPUT (Eqn 3) (Table 3.8)
D&D: Main beam, 1st Floor 8m span, RH end
As = 1963 N/mm² = 0.909% v = 264.0 x 10³ /400 /540 = 1.222 N/mm² vc = 0.685 N/mm², from table 3.8 (v - vc)bv = 214.9 N/mm PROVIDE 2 legs H10 @ 300 = 227.7 N/mm Provide for distance of 300 mm then nominal links = 2 legs H10 @ 400
24
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RCC11 Element Design.xls RCC11 Element Design/ COLUMN!
ELEMENT DESIGN to BS 8110:2005 SYMMETRICAL RECT-ANGULAR COLUMN DESIGN
COLUMN DESIGN Originated from RCC11.xls v3.1
INPUT
© 2006 TCC
Location D&D: external column Axial load, N 1654 kN Moment, M 125.0 kNm height, h 300 mm breadth, b 300 mm Max bar Ø mm 32 cover (to link) 30 mm
fcu 40 fy 500 fyv 500 γm 1.15 γm 1.50 steel class A
D&D: external column Link Ø CALCULATIONS from M As = {M - 0.67fcu.b.dc(h/2 - dc/2)}/[(h/2-d').(fsc+fst).gm] from N As = (N - 0.67fcu.b.dc/gm) / (fsc - fst)
8
N/mm² N/mm² N/mm² steel concrete
mm (3.4.4.1) (Figs 2.1, 2.2 & 3.3)
where As = Ast = Asc: dc=min(h,0.9x)
.67fcu/gm = fy/gm = from iteration, n.a. depth, x, = 0.67.fcu.b.dc/gm = Steel comp strain = Steel tens strain = Steel stress in comp. face, fsc = Steel stress in tensile face, fst = from M, As =
17.9 N/mm² 434.8 N/mm² 225.9 1089.7 0.00266 0.00031 435 62 1515
mm
d' = d=
54.0 mm 246.0 mm
dc =
203.3 mm
kN
N/mm² N/mm² mm²
(Comp. stress in reinf.) (Tensile stress in reinf.) from N, As = 1516 mm²
OK
OUTPUT D&D: external column As req'd = 1515mm² T&B:- PROVIDE 4H32 (ie 2H32T&B - 1609mm² T&B - 3.6% o/a - @ 192cc.) Links : - PROVIDE H8 @ 300 . Strain diagram
Stress diagram 0
0.00350
17.9 N/mm²
0.00266 435
Notes 2
-0.00031
Stresses in N/mm
-62 -0.00115
Compression +ve 0
- - - Neutral axis
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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 or symetrically 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.
Notes! This sheet gives disclaimers and revision history.
26
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RCC12 Bending and Axial Force.xls RCC12 Bending and Axial Force/ MAIN!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group Beam C1-2, Level 3
Made by
BENDING AND AXIAL FORCE to BS 8110:2005
Checked
Revision
chg
-
The Concrete Centre Date
RMW
Originated from RCC12.xls v 3.0 on CD
© 2006 TCC
Page
11-Apr-06
27 25 Job No
R68
MATERIALS fcu fy
γs γc
35 N/mm² 500 N/mm²
SECTION h b
1.15 1.50
COVERS (to main steel) TOP 30 mm BOTTOM 30 mm SIDES 30 mm
450 mm 300 mm
REINFORCEMENT TOP BOTTOM
Bar Ø
No
Area
%
Space
25 32
2 3
982 2413
0.727 1.787
190.0 72.0
. .
M:N interaction chart for 450 x 300 section, C35 concrete.
4000
AXIAL COMPRESSION, N kN
3000
2400 2000 M min
1000
1000 0.1Acfcu
0
-1000
-2000 -200
-100
0
100
200
300
400
500
MOMENT, Mxx kNm LOADCASES
(ULS)
CASE
N
Mxx
CASE
N
Mxx
1
2400
100
2
1000
300
27
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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 remembered 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 can far outweigh material costs.
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/ACTIONS! B55:J62 under Reactions. 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.
Reinforcement can be increased both ways to increase vc to overcome problems with rules regarding v > 2vc (see Clause 3.7.7.5). 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 should be 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.
Notes! This sheet gives disclaimers and revision history.
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 1/4 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 from the face of the column and at the first perimeter requiring no reinforcement is shown under Results. 28
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RCC13 Punching Shear.xls RCC13 Punching Shear/ INTERNAL!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical Floor Column B3
The Concrete Centre Made by
rmw INTERNAL Checked
PUNCHING SHEAR to BS8110:2005 Originated from RCC13.xls v3.0 on CD
© 2006 TCC
COLUMN
2 fcu N/mm 2 fyv N/mm link Ø mm steel class A DIMENSIONS A mm B mm G mm
40 500 10
STATUS VALID DESIGN
300 500 125
E F H
mm
LOADING
2954 16.10
0
0
3397.1
mm
484 455.5 469.75
MATERIALS
Vt ult UDL
SLAB
h
kN kN/m2 mm
525
dx dy ave d
RESULTS Veff = 3397.1 kN 2 At col. face, v max = 4.899 N/mm
PROVIDE LINKS (single leg) Perimeter 1 Perimeter 2 Perimeter 3 0 0 0 0 0 0
15 H10 @ 240 21 H10 @ 295 29 H10 @ 300 0 0 0 0 0 0
mm mm
mm mm
Date
Page
11-Apr-2006 Revision
chg
29 31 Job No
-
R68
Legend
150 -50 100
vc = At 1.5d perimeter, v = At 3d perimeter, v =
2 Asx mm /m 5362 2 Asy mm /m 3908 ave As % 0.983
2 0.7349 N/mm 2 1.0886 N/mm 2 0.5896 N/mm
(Table 3.8)
. 234 from col face 587 from col face 940 from col face 0 0 0 0 0 0
Plan
29
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RCC13 Punching Shear/ EDGE!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Column B2
The Concrete Centre Made by
rmw EDGE Checked
PUNCHING SHEAR to BS8110:2005 Originated from RCC13.xls v3.0 on CD
2 fcu N/mm 2 fyv N/mm mm link Ø steel class A mm DIMENSIONS A mm B mm D
MATERIALS
LOADING
Vt ult UDL
kN/m
h
mm
SLAB
kN 2
40 500 8
STATUS VALID DESIGN
200 200 50
E F G H
mm
mm
-62.5 -275 150 125
0
0
1399
mm
207 187 197
223 14.40 250
dx dy ave d
PROVIDE LINKS (single leg) 6 H8 @ 220 7 H8 @ 265 0 0 0 0 0 0 0
mm mm
mm mm
Page
11-Apr-2006 Revision
chg
30 32 Job No
-
R68
Legend
2 Asx mm /m 2010 2 Asy mm /m 1005 ave As % 0.754
2
RESULTS Veff = 312.2 kN 2 At col. face, v max = 1.976 N/mm
Perimeter 1 Perimeter 2 0 0 0 0 0 0 0
COLUMN
© 2006 TCC
Date
vc = 0.8032 N/mm 2 At 1.5d perimeter, v = 1.0364 N/mm 2 At 2.25d perimeter, v = 0.7813 N/mm
(Table 3.8)
. 98 from col face 246 from col face 0 0 0 0 0 0 0
Plan
30
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RCC13 Punching Shear.xls RCC13 Punching Shear/ CORNER!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Columns A1, D1, A5 & D5
The Concrete Centre Made by
rmw CORNER Checked COLUMN chg
PUNCHING SHEAR to BS8110:2005 Originated from RCC13.xls v3.0 on CD
© 2006 TCC
2 fcu N/mm fyv N/mm2 link Ø mm steel class A DIMENSIONS A mm B mm C mm D mm
40 500 8
STATUS VALID DESIGN
400 250 0 0
E F G H
mm
mm
-50 -250 100 100
LOADING
272.0 16.10
0
0
350
mm
215 195 205
MATERIALS
Vt ult UDL
SLAB
h
kN kN/m2 mm
250
dx dy ave d
Perimeter 1 Perimeter 2 Perimeter 3 Perimeter 4 Perimeter 5 0 0 0 0
6 H8 @ 140 8 H8 @ 125 5 H8 @ 275 6 H8 @ 265 7 H8 @ 265 0 0 0 0
mm
mm mm
Page
11-Apr-2006 Revision
31 33 Job No
-
R68
Legend
Asx mm2/m 2010 2 Asy mm /m 2010 ave As % 0.983
vc = 0.8686 N/mm2 2 At 1.5d perimeter, v = 1.6585 N/mm 2 N/mm At 4.5d perimeter, v = 0.7741
RESULTS Veff = 340.0 kN 2 At hole face, vmax = 2.745 N/mm
PROVIDE LINKS (single leg)
mm
Date
(Table 3.8)
. 102 from col face 256 from col face 410 from col face 564 from col face 717.5 from col face 0 0 0 0
Plan
31
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RCC13 Punching Shear/ REENTRANT!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
An example
The Concrete Centre Made by
rmw RE-ENTRANT Checked
PUNCHING SHEAR to BS8110:2005 Originated from RCC13.xls v3.0 on CD
CORNER
© 2006 TCC
2 fcu N/mm 2 fyv N/mm link Ø mm steel class A DIMENSIONS A mm B mm C mm D mm
40 500 10
STATUS VALID DESIGN
350 350 0 0
E F G H
mm
mm
-125 -425 250 250
LOADING
447.0 14.40
0
0
591.6
MATERIALS
Vt ult UDL
SLAB
h
kN 2 kN/m mm
250
dx dy ave d
RESULTS Veff = 558.8 kN 2 At col. face, v max = 2.534 N/mm
PROVIDE LINKS (single leg) Perimeter 1 Perimeter 2 0 0 0 0 0 0 0
6 H10 @ 220 8 H10 @ 255 0 0 0 0 0 0 0
mm mm
mm mm mm
Date
Page
11-Apr-2006 Revision
chg
32 34 Job No
-
R68
Legend
2 Asx mm /m 2580 2 Asy mm /m 2580 ave As % 1.355
202 180 191
vc = At 1.5d perimeter, v = At 2.25d perimeter, v =
2 0.9841 N/mm 2 1.1738 N/mm 2 0.9209 N/mm
(Table 3.8)
. 95 from col face 239 from col face 0 0 0 0 0 0 0
Plan
32
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RCC14 Crack Widths.xls
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-today 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.
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.
Notes! This sheet gives disclaimers and revision history.
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 = 3acrεm/{1+2(acr-c)/(h-x)} In calculating crack width, w, the average strain, εm , at the level where cracking is being considered allows a stiffening effect, ε2 , of concrete between cracks where ε1 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)2/3EsAs(d-x) BS 8007 allows an additional enhancement factor of 1.5 in calculating e2 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.
33
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RCC14 Crack Widths/ CRACK WIDTHS! Project
Client Location
Spreadsheets to BS 8110etc
The Concrete Centre
Advisory Group Grid line 1
Made by
Crack Width Calculations to BS8110: 2005/ BS8007:1987
Checked
RC
Originated from RCC14.xls v 3.0on CD
CRACK WIDTH CALCULATIONS - FLEXURE
Date
Revision
chg
© 2006 TCC
Page
11-Apr-2006
34 33 Job No
R68
-
-
INPUT 35 fcu= fy= 500 Area of reinforcement " As " = 2093 b= 1000 h= 250 d= 200 Minimum cover to tension reinforcement " CO " = 40 Maxmum bar spacing " S " = 150 Bar dia " DIA " = 20 " acr " =(((S/2)^2+(CO+DIA/2)^2)^(1/2)-DIA/2) as default or enter other value = 80.14 "acr " is distance from the point considered to the surface of the nearest longitudinal bar Applied service moment " Ms "= 69.0
N/mm2 N/mm2 mm2 mm mm mm mm mm mm mm KNm
CALCULATIONS moduli of elasticity of concrete " Ec" = (1/2)*(20+0.2*fcu) = moduli of elasticity of steel " Es " = Modular ratio " α " = (Es/Ec) = " ρ " = As/bd = 2 0.5 depth to neutral axis, "xx" = (-α.ρ +((α.ρ) + 2.α.ρ) .d =
13.5 200.0 14.81 0.010 85
KN/mm2 KN/mm2
mm
" Z " = d-(x/3) = 172 Reinforcement stress " fs " = Ms/(As*Z) = N/mm2 192 Concrete stress " fc " = (fs*As)/(0.5*b*x) = N/mm2 9.50 Strain at soffit of concrete beam/slab " ε1 " = (fs/Es)*(h-x)/(d-x) = 0.001375 Strain due to stiffening effect of concrete between cracks " ε2 " = Used ε2 = b.(h-x)2/(3.Es.As.(d-x)) for crack widths of 0.2 mm n/a ε2 = 1.5.b.(h-x)2/(3.Es.As.(d-x)) for crack widths of 0.1 mm ε2 = 0.000189 Average strain for calculation of crack width " εm "= ε1-ε2 = 0.001186 Calculated crack width, " w " = 3.acr.εm/(1+2.(acr-c)/(h-x)) CALCULATED CRACK WIDTH, 'w' =
0.19
mm
34
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RCC21 Subframe Analysis.xls
RCC21 Subframe Analysis.xls RCC21 Subframe Analysis.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 bw + 0.14 x span for T beams. Unwanted data cells are ‘greyed-out’. Supports may be specified by giving dimentions and end conditions in cells C21:J27. The use of C, K, or E in column C can alter the characteristics of a support from cantilever to knife-edge to encastre. Where supports are dimentions the remote ends of supports may be F for fixed in columns F and J; 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 support down before progressing to ACTIONS!
The user 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 user’s preference for calculating span moments (see Redistribution). Redistribution input is included close to the bending moment diagrams in order to give the user 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
Notes! This sheet gives disclaimers and revision history.
Also, under Operating instructions, the user should input the type of redistribution required as explained more fully under Redistribution. ■ 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. 4kN/m2 for a 5.0 m wide bay would be input as 20 kN/m. Point loads should be at least 0.001m from supports. Ultimate and characteristic support 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 support moments are given. 35
EC2 USERGUIDEv2.indd Sec1:35
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RCC21 Subframe Analysis/ MAIN!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Level 2, Beam on line 6
The Concrete Centre Made by
from B to E
RMW
SUBFRAME ANALYSIS to BS8110:2005
LOCATION
Checked
Originated from RCC21.xls
v3.0 on CD
Supports from grid
B
to grid
Date
Page
Revision
Job No
-
chg
© 2006 TCC
36 35
11-Apr-2006
R68
E
SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6
L (m)
H (mm)
bw (mm)
hf (mm)
Type
7.000 12.000 12.000 6.000
600 600 600 600
375 375 375 375
150 150 150 150
T T T T
LOADING PATTERN
bf (mm)
1355 2055 2055 1215 0 0
DEAD IMPOSED
min
max
1 0
1.4 1.6
SUPPORTS ABOVE (m)
H (mm)
B (mm)
End Cond
H (mm)
B (mm)
End Cond
2.95 3.00 0.00 K 4.00
400 400
300 300
F P
3.10 3.10 3.10
400 300 400
300 300 300
P P P
400
300
P
3.10
300
300
P
UDLs (kN/m)
PLs (kN)
Dead Load
Imposed Load
Position from left
Loaded Length
17.50 24 5
5.60 6 18
~~~~~ 2.000 4.500
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 LOADING Span 1 UDL PL 1 PL 2 Part UDL Span 2 UDL PL 1 PL 2 Part UDL Span 3 UDL PL 1 PL 2 Part UDL
BELOW (m)
Position (m)
Dead Load
Imposed Load
Position from left
Loaded Length
32.20
12.50
~~~~~
~~~~~ ~~~~~ ~~~~~
32.20
12.50
~~~~~
25
25
5.000
~~~~~ ~~~~~ ~~~~~
24.42
8.65
~~~~~
7.5
4.5
1.500
~~~~~ ~~~~~ ~~~~~ 2.400
Span 4 UDL PL 1 PL 2 Part UDL Span 5 UDL PL 1 PL 2 Part UDL Span 6 UDL PL 1 PL 2 Part UDL
LOADING DIAGRAM
B
E
REACTIONS (kN) SUPPORT
ALL SPANS LOADED ODD SPANS LOADED EVEN SPANS LOADED Characteristic Dead Characteristic Imposed
1
2
3
4
5
153.5 177.7 27.2 72.8 47.4
724.8 465.9 621.0 354.6 142.7
778.3 568.4 636.4 386.7 148.1
478.4 415.9 271.0 237.2 91.4
75.0 -8.2 116.7 30.5 46.2
36
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RCC21 Subframe Analysis.xls RCC21 Subframe Analysis/ ACTIONS! The Concrete Centre
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Level 2, Beam on line 6, from B to E
Made by
SUBFRAME ANALYSIS to BS8110:2005 Originated from RCC21.xls v3.0 on CD
Date
RMW Checked
Page
11-Apr-06 Revision
chg
© 2006 TCC
37 36 Job No
-
R68
BENDING MOMENT DIAGRAMS (kNm) 1000
1000
800
800
600
600 400
400
200
200
0
0
-200
-200
-400
-400
-600
-600
-800
-800
-1000 0
10
B
20
30
0
E
Elastic Moments SUPPORT No
40
10
B
20
1
2
3
4
5
95.3 90.5 0.950
743.3 557.5 0.750
868.6 694.9 0.800
427.6 406.2 0.950
34.3 32.6 0.950
Redistribution
5.0%
25.0%
20.0%
5.0%
5.0%
SPAN No
1
2
3
4
185.0 152.1 0.822
633.1 746.8 1.180
400.1 373.5 0.934
121.4 118.8 0.979
~ ~ ~
40
E
Redistributed Envelope
Elastic M Redistributed M ßb
Elastic M Redistributed M ßb SHEAR FORCE DIAGRAMS (kN)
30
~ ~ ~
kNm kNm ~
~ ~ ~
Based on support moments of min(ßbM, Malt/ßb)
500
500 400 300 200 100 0 -100 -200 -300 -400 -500
400 300 200 100 0 -100 -200 -300 -400 -500
0
10
20
30
Elastic Shears
B
SPAN No
Elastic V Redistributed V
40
E
10
20
Redistributed Shears
B
1
191.0 177.7
SPAN No
0
2
40
E
3
312.6 302.0
435.6 422.8
432.2 433.2
356.9 345.1
282.0 273.7
4
Elastic V
203.4
118.4
~
~
~
~
Redistributed V
204.7
116.7
~
~
~
~
1
2
3
4
21.0 15.0 55.6 39.7 -22.7 -16.2
80.7 32.9 0.7 0.3 116.5 47.6
COLUMN MOMENTS (kNm) ALL SPANS Above LOADED Below ODD SPANS Above LOADED Below EVEN SPANS Above LOADED Below
30
-40.2 51.6 -108.0
5
-4.1 -2.2 17.5 9.5 -22.2 -12.1
37
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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 user 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 in cells C16:C21 under L (m). Unwanted data cells are ‘greyedout’. The use of C, K or E can alter the characteristics of the end supports 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 support down before progressing to ACTIONS!
With regard to deflection, the area of steel required, As mm2 / m, shown under heading Design, 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 supports is included. Hogging moments at 1/4 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 support widths are required as input.
Support reactions are given at the bottom of the sheet.
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 designers’ and detailers’ preferences, rationalisation, etc, etc. They do allow for distribution steel but not for reinforcement in supporting beams or for mesh.
ACTIONS!
Analysis!
This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The user 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 user’s preferences. Requesting redistribution at a cantilever produces a warning message in the remarks column.
This sheet details the moment distribution analysis carried out but is not necessarily intended for printing out other than for checking purposes.
SPANS! In SPANS! the user 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 support carries through both sides of the support, i.e. the diameter specified for the right hand support of a span carries over to the left hand support of the next span. It may be possible to obtain different numbers of bars each side of the support due to differences in moment either side of the support, differences in depth or to comply with minimum 50% span steel; practicality should dictate that the maximum number of bars at each support should be used.
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, fs, 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.
Notes! This sheet gives disclaimers and revision history.
38
EC2 USERGUIDEv2.indd Sec1:38
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RCC31 One-way Solid Slabs (A & D).xls RCC31 One-way Solid Slabs (A & D)/ MAIN!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group 8th Floor slab
The Concrete Centre Made by
from A to G
rmw
ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 c/w ANALYSIS Originated from RCC31.xls
LOCATION
Supports from grid
v3.0 on CD
A
© 2006 TCC
Date
Page
11-Apr-06
Checked
Revision
chg
-
39 38 Job No
R68
to grid G
MATERIALS
COVERS
fcu fy fyv steel class SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4
35 500 500 A
N/mm² N/mm² N/mm²
L (m)
H (mm)
8.000 7.200 7.200 4.500
350 250 250 250
h agg γs γc
steel
SPAN 6
IMPOSED
min
max
1
1.4 1.6
PL 1
mm mm
Dead Load
Imposed Load
Position from left
9.70 35.00
5.00
~~~~ 1.000
Support No
Type
1
K
5 K K(nife), C(antilever) or E(ncastre)
LOADING
UDLs (kN/m²) PLs (kN/m) Position (m)
UDL
25 25
concrete
LOADING PATTERN DEAD
Span 1
Top cover Btm cover
mm
SUPPORTS
SPAN 5
LOADING
20 1.15 1.50
Span 4 UDL
Dead Load
Imposed Load
Position from left
6.00
1.50
~~~~
PL 1
PL 2
PL 2
Span 2
Span 5
6.00
UDL
1.50
~~~~
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
Span 3
Span 6
8.50
UDL
5.00
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
LOADING DIAGRAM
A
G
REACTIONS (kN/m) SUPPORT Characteristic Dead Max Imposed Min Imposed MAX ULTIMATE
1
2
3
4
5
63.80 19.00 -0.72 120.17
72.78 27.17 6.45 141.99
49.39 22.79 5.46 108.37
51.45 25.77 3.07 110.70
6.59 3.28 -3.75 16.35 39
EC2 USERGUIDEv2.indd Sec1:39
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RCC31 One-way Solid Slabs (A & D)/ ACTIONS!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group 8th Floor slab, from A to G
Made by
ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 c/w ANALYSIS
Checked
Originated from RCC31.xls v3.0 on CD
The Concrete Centre Date
rmw
Revision
chg
© 2006 TCC
Page
39 40
11-Apr-06
Job No
-
R68
BENDING MOMENT DIAGRAMS (kNm/m) 100
100
50
50
0
0
-50
-50
-100
-100
-150
-150
-200
-200 0
5
A
10
15
20
25
G
Elastic Moments
SUPPORT No
1
Elastic M Redistributed M ßb
1.000
Redistribution SPAN No Elastic M Redistributed M ßb
0
30
5
A
10
15
20
25
G
Redistributed Envelope
2
3
4
85.0 72.2 0.850 15.0%
60.4 60.4 1.000
71.2 64.1 0.900 10.0%
30
5
1
2
3
4
168.7 166.4 0.986
19.6 15.6 0.798
69.3 72.1 1.040
13.5 12.4 0.917
1.000
~ ~ ~
~ ~ ~
~ ~ ~
~ ~ ~
SHEAR FORCE DIAGRAMS (kN/m) 150
150
100
100
50
50
0
0
-50
-50
-100
-100
-150
-150 0
5
A SPAN No Elastic V Redistributed V SPAN No Elastic V Redistributed V
10
15
20
Elastic Shears
25
30
G
1
120.9 120.2
0
A
5
10
15
20
Redistributed Shears
2
25
30
G
3
103.1 101.5
42.3 43.6
35.5 37.2
70.1 71.1
74.4 73.6
17.1 16.4
~ ~
~ ~
~ ~
~ ~
4
40.1 38.5
40
EC2 USERGUIDEv2.indd Sec1:40
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RCC31 One-way Solid Slabs (A & D).xls RCC31 One-way Solid Slabs (A & D)/ SPANS! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
8th Floor slab, from A to G
The Concrete Centre Made by
ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 c/w ANALYSIS Originated from RCC31.xls v3.0 on CD
Checked
LEFT
ACTIONS
DESIGN
kNm/m kN/m mm mm²/m mm²/m
H
TOP STEEL
As prov
mm²/m
As' prov SHEAR v vc
mm²/m
DEFLECTION & CHECKS
N/mm2 N/mm2
L/d % As d'/x
Av M ßb V d As As' As prov
As' prov SHEAR v vc DEFLECTION & CHECKS
L/d % As d'/x max S
H
As prov
20
H
As prov @ 175
1795
H
As' prov
Links not required Allowed 26.178 ok
R68
7000 72.2 0.85 101.47 317.0 552 0 16 16
(As increased by 32.8%) ok ok
ok
ok
ok
LEFT
CENTRE
RIGHT
16
335 0.201 0.613 32.877
7200 60.4 1.00 37.24 219.0 668 0
15.6 0.80
As top @ 225
H
As' prov @ 600
H
As prov
219.0 325 412 10
@ 175
449 12
@ 350
574 0.320 0.424
ok ok
16
@ 350
574
ok ok
894 H
BTM STEEL
@ 200
0 72.2 0.85 43.56 217.0 807 0 H
TOP STEEL
As' @0
0
25.397
SPAN 2
DESIGN
As'
565 0.377 0.420
max S
ACTIONS
12
-
RIGHT
315.0 1287 0
@ 225
41 40 Job No
166.4 0.99
503 H
BTM STEEL
12
Revision
CENTRE
1000 0.0 1.00 120.17 319.0 455 0
mm
Page
11-Apr-06
chg
© 2006 TCC
SPAN 1 Av M ßb V d As As'
Date
rmw
H
As prov @ 300
377
H
As' prov
12
@ 150
754 12
@ 300
377 0.170 0.576
Links not required Allowed 55.325 ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
41
EC2 USERGUIDEv2.indd Sec1:41
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RCC31 One-way Solid Slabs (A & D)/ SPANS! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
8th Floor slab, from A to G
The Concrete Centre Made by
ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 c/w ANALYSIS Originated from RCC31.xls v3.0 on CD
DESIGN
As prov As' prov SHEAR v vc
& CHECKS
L/d % As d'/x
Av M ßb V d As As' As prov
As' prov SHEAR v vc DEFLECTION & CHECKS
L/d % As d'/x max S
As' @0
H
12
H
As prov @ 100
1131
H
As' prov
Links not required Allowed 36.934 ok
R68
7200 64.1 0.90 73.63 219.0 709 0 12 10
(As increased by 18.3%) ok ok
ok
ok
ok
LEFT
CENTRE
10
349 0.176 0.576 20.455
RIGHT
12.4 0.92
As top @ 150 @ 225
220.0 325 406
H
12
As' prov
411
H
As prov
10
@ 200
393 0.336 0.576
ok ok
12
@ 150
754
ok ok
754 H
BTM STEEL
219.0 797 0 10
As prov
0 64.1 0.90 38.55 219.0 709 0 H
TOP STEEL
@ 200
32.877
SPAN 4
DESIGN
12
-
RIGHT
0
565 0.325 0.576
max S
ACTIONS
As' @ 150
42 41 Job No
72.1 1.04
754 H
BTM STEEL
12
Revision
CENTRE
0 60.4 1.00 71.13 219.0 668 0 H
Page
Apr-2006
chg
LEFT
Av M ßb V d As As'
TOP STEEL
DEFLECTION
Checked
© 2006 TCC
SPAN 3 ACTIONS
Date
rmw
As' @ 275
H
As prov @ 225
349
H
As' prov
4500 0.0 1.00 16.35 219.0 325 0 12
@ 300
377 12
@ 300
377 0.075 0.457
Links not required Allowed 55.050 ok
ok ok
ok ok
ok ok
ok
ok
ok
42
EC2 USERGUIDEv2.indd Sec1:42
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RCC31R Rigorous One-way Slabs.xls
RCC31R Rigorous One-way Slabs.xls This spreadsheet allows the estimation of deflections in one-way solid slabs according to BS 8110 Part 2. The spreadsheet is based on RCC31 but has an initial sheet JOBDATA! to allow input of all the variables and performance criteria required. The calculation of deflection is not carried out automatically. The user is required to press the ‘Calculate deflections’ button in column N of SPANS! (or elsewhere) when every other aspect of the design has been completed. Deflections are given as a range in a chart at the bottom of ACTIONS! They are shown as a range due to potential pattern loading. In SPANS! the worst case is compared with the specified serviceability criteria. It should be noted that the number of assumptions and uncertainties in the material and design criteria and construction process mean that deflection calculations carried out in this manner can be notoriously inaccurate (and usually over conservative) compared with actual measured deflections. For instance, a slab’s deflection is very dependent upon whether the slab has cracked in bending during construction or not. The calculated deflections might be regarded as being akin to a 95% confidence limit that they will not be exceeded in service. The spreadsheet analyses and designs up to six spans of one-way solid slabs to BS 8110 using continuous slab analysis. There is user input on each of the first four sheets and choice of reinforcement for each span is implicit. Input of spans and loads is in MAIN! User input is required for bar sizes used in SPANS!
JOBDATA! This sheet consists of the main inputs of material, loading, construction and serviceability criteria pertaining to the calculation of deflection to BS 8110 Part 2. Users are expected to use their knowledge of the project and judgement in completing this sheet. The default values given in this sheet are not unusual. For creep reference is made to Eurocode 2 Annex B.
MAIN! This single sheet consists of the main inputs of span and loads, 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 supports 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 support down before progressing to ACTIONS! Support 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 user 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 user’s preferences (see Table 1). Requesting redistribution at a cantilever produces a warning message in the remarks column. The chart at the bottom of the page shows calculated deflections at construction of partitions, and ranges for longer term deflections due to patterns of permanent and imposed loading. The worst case is taken in subsequent checks and this might be viewed as being unduly conservative.
SPANS! In SPANS! the user 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’. Deflection calculations involve many iterative calculations, which may take some time on even the fastest of computers. Calculation of deflections is therefore controlled by clicking the ‘Calculate Deflections’ button in column N and should be undertaken once all the design is complete. Deflection results will only appear on this sheet after the ‘Calculate Deflections’ button has been used and the macro has been allowed to complete its iterations. They will disappear if relevant data (e.g. span, load) is changed. Should the span fail deflection criteria, the user has the option to increase bottom steel at cell M24 etc, and reuse the ‘Calculate Deflection’ button. Unless overwritten, reinforcement diameter specified for a support carries through both sides of the support, i.e. the diameter specified for the right hand support of a span carries over to the left hand support of the next span. It may be possible to obtain different numbers of bars each side of the support due to differences in moment at the edge of support,differences in depth or to comply with minimum 50% span steel; practicality should dictate that the greater number should be used. Hogging moments at 1/4 span are checked and used in the determination of top steel in spans. Careful examination of the 43
EC2 USERGUIDEv2.indd Sec1:43
17/07/2006 17:04:24
Bending Moment Diagram and Graf! should help to determine whether any curtailment of this reinforcement is warranted.
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 support widths and distribution steel diameters are required as input. Simplified curtailment rules, as defined in BS 8110 Part 1, 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, etc. They do not allow for reinforcement in supporting beams or for mesh.
Uls! This sheet details the moment distribution analysis carried out at the ultimate limit state but is not necessarily intended for printing out other than for checking purposes.
Def! This sheet calculates deflections at 1/20th points for each span and for each load condition. For each point and condition it considers moment - As, As’, d, d’, inertia - I, cracked neutral axis depth - x, cracked inertia – I, uncracked moment capacity – Mcr, z, final x, concrete stresses – fc, moment of resistance – MOR, curvature -1/r, load, slope and curvature to calculate deflection. The sheet is rather large and 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.
Notes! This sheet gives disclaimers and revision history.
Sls! This sheet details the analysis carried out at the serviceability limit state at 1/20th points along each span. The results are used in Def!. This sheet 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 instances, service stress, fs, has been set to 1.0 or 0.0001 N/mm2 to avoid problems with division by zero.
44
EC2 USERGUIDEv2.indd Sec1:44
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RCC31R Rigorous One-way Slabs.xls RCC31R Rigorous One-way Slabs/ JOBDATA!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
8th Floor slab
The Concrete Centre Made by
from A to G
rmw
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 Originated from RCC31R.xls v3.0 on CD
LOCATION
Supports from grid
45 38
Revision
chg
-
Job No
R68
to grid G
MATERIALS
fcu fy fyv steel class
Page
11-Apr-06
Checked
© 2006 TCC
A
Date
COVERS
30 500 500 A
N/mm² N/mm² N/mm²
h agg γs γc
20 1.15 1.50
mm steel concrete
Maximum permanent ∆ = L / Maximum imposed ∆ = L / Max ∆ affecting partitions/walls = L / Maximum precamber = Permanent portion of imposed loading = Design crack width, Wk =
SERVICEABILITY CRITERIA
Top cover Btm cover Concrete density 250 500 350 50% 25% 0.3
25 25 24
mm mm kN/m³ 3.3.3 (Pt 2)
or 20 mm of permanent ∆ mm
2.2.3.4.2
CREEP COEFFICIENTS (to EN 1992-1)
RH Cement
50 N
% relative humidity Type (S, N, R or RS)
AMBIENT TEMPERATURES ºC
32 30.16
Loading
At age
kN/m²
Days
5.40 1.00 1.50 0.63 1.88 10.40
7 90 100 90 ∞
N/mm²
Table 3.1
kN/mm²
& Annex A
from 0 to 7 days
from 7 to 100 days
from 100 days on
20
20
20
At 70 years
LOADING SEQUENCE - Span 1
Self weight Partitions/walls Other dead loads Permanent imposed Variable load Composite
fcm = Ecm =
Ø0
Et
At 70 years Ø0
kN/mm²
3.44 2.11 2.07 2.11
6.80 9.68 9.82 9.68
2.94
7.65
Permanent
Et
At 90 days Ø (t,t0)
kN/mm²
3.44 2.11 2.07 2.11 0 2.41
6.80 9.68 9.82 9.68 30.16 8.84
Et kN/mm²
1.84 0 1.55
10.64 30.16 11.83
Total load
45
EC2 USERGUIDEv2.indd Sec1:45
17/07/2006 17:04:26
RCC31R Rigorous One-way Slabs/ MAIN!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
8th Floor slab
The Concrete Centre Made by
from A to G
rmw
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 Originated from RCC31R.xls
SPANS SPAN 1 SPAN 2 SPAN 3
L (m)
H (mm)
6.000 6.000 6.000
225 225 225
v3.0 on CD
LOADING PATTERN
SPAN 5
DEAD
SPAN 6
IMPOSED
min
max
1
1.4 1.6
UDL
Checked
Revision
chg
-
Support No
Type
1
K K
46 38 Job No
R68
Dead Load
Imposed Load
Position from left
6.90
3.50
~~~~
4
K(nife), C(antilever) or E(ncastre)
LOADING
UDLs (kN/m²) PLs (kN/m) Position (m)
Span 1
Page
11-Apr-06
SUPPORTS
SPAN 4
LOADING
© 2006 TCC
Date
Span 4
Dead Load
Imposed Load
~~~~
UDL
PL 1
Position from left
PL 1
PL 2
PL 2
Span 2
Span 5
6.90
UDL
3.50
~~~~
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
Span 3
Span 6
6.90
UDL
3.50
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
LOADING DIAGRAM
A
G
REACTIONS (kN/m) SUPPORT Characteristic Dead Max Imposed Min Imposed MAX ULTIMATE
1
2
3
4
16.56 9.45 -1.05 38.14
45.54 23.10 11.55 99.34
45.54 23.10 11.55 99.34
16.56 9.45 -1.05 38.14
46
EC2 USERGUIDEv2.indd Sec1:46
17/07/2006 17:04:29
RCC31R Rigorous One-way Slabs.xls RCC31R Rigorous One-way Slabs/ ACTIONS!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group 8th Floor slab, from A to G
Made by
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005
Checked
Originated from RCC31R.xls v3.0 on CD
BENDING MOMENT DIAGRAMS (kNm/m)
The Concrete Centre Date
rmw
Revision
chg
© 2006 TCC
Page
47 39
11-Apr-06
Job No
-
Elastic
R68 Redistributed
80 60 40 20 0 -20 -40 -60
80 60 40 20 0 -20 -40 -60 0
2
4
6
8
10
12
14
16
A SUPPORT No
Elastic M Redistributed M ßb Redistribution SPAN No
Elastic M Redistributed M ßb
18
1 0.0 0.0 1.000
2 54.9 46.7 0.850 15.0%
G 3 54.9 46.7 0.850 15.0%
1 50.2 47.7 0.950
2 28.8 22.8 0.792
3 50.2 47.7 0.950
SHEAR FORCE DIAGRAMS (kN/m)
0
20
2
4
6
8
10
12
A 4 0.0 0.0 1.000
~ ~ ~
~ ~ ~
~ ~ ~
~ ~ ~
~ ~ ~
14
16
18
20
G ~ ~ ~
Redistributed
Elastic 60
80 60 40 20 0 -20 -40 -60 -80
40 20 0 -20 -40 -60 0
2
4
6
8
10
12
14
16
18
20
0
G
A 1
SPAN No
Elastic V Redistributed V
2
4
6
8
10
12
14
16
A
18
20
G
2
3
39.1 38.1
54.9 53.6
45.8 45.8
45.8 45.8
54.9 53.6
39.1 38.1
~ ~
~ ~
~ ~
~ ~
~ ~
~ ~
#DIV/0!
#DIV/0!
#DIV/0!
SPAN No
Elastic V Redistributed V
DEFLECTIONS (mm) Precamber not included
.
10 0 -10 -20 -30 -40
SPAN No
Before partitions Permanent
1 8.8 22.4
2 0.1 2.8
3 8.8 22.4
mm mm
47
EC2 USERGUIDEv2.indd Sec1:47
17/07/2006 17:04:32
RCC31R Rigorous One-way Slabs/ SPANS! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
8th Floor slab, from A to G
The Concrete Centre Made by
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 Originated from RCC31R.xls v3.0 on CD
Checked
LEFT
ACTIONS
DESIGN
kNm/m kN/m mm mm²/m mm²/m
H
TOP STEEL
As prov
mm²/m
As' prov SHEAR v vc
mm²/m
As top @ 250
10
As' prov @ 250
314 0.196 0.437
N/mm2 N/mm2
H H
As prov
As' @ 250
314 12
@ 175
646
LEFT
ACTIONS
DESIGN
As prov As' prov SHEAR v vc DEFLECTIONS mm CHECKS
As top @ 125
10
H
As' prov @ 250
314 0.235 0.551
H
As prov
ok
0.22
@ 250
H
As prov @ 350
323
ok
10
@ 250
314 0.275 0.551 5 0%
0.22
RIGHT
H
As' prov
Links not required Permanent = 2.77 < 24.00 Imposed = 7.93 < 12.00 Affecting partitions = 2.62 < 17.14 ok % As ok ok d'/x ok ok
Crack width
@ 125
6000 46.7 0.85 45.78 195.0 580 0
314 12
10
628
ok
194.0 293 293 10
6000 46.7 0.85 53.56 195.0 580 0
ok ok
22.8 0.79
628 H
BTM STEEL
10
R68
Precamber (mm) = Increase btm As by
CENTRE
0 46.7 0.85 45.78 195.0 580 0 H
TOP STEEL
H
As' prov
Links not required Permanent = 17.43 < 24.00 Imposed = 10.32 < 12.00 Affecting partitions = 13.67 < 17.14 ok CHECKS % As ok ok d'/x ok ok Crack width ok 0.00 ok 0.20
Av M ßb V d As As'
H
As prov
DEFLECTIONS mm
SPAN 2
-
RIGHT
194.0 595 293 10
48 40 Job No
47.7 0.95
314 H
BTM STEEL
10
Revision
CENTRE
0 0.0 1.00 38.14 195.0 293 0
mm
Page
11-Apr-06
chg
© 2006 TCC
SPAN 1 Av M ßb V d As As'
Date
rmw
0.15
10
@ 125
628 10
@ 250
314 0.235 0.551 0 0%
Precamber (mm) = Increase btm As by ok ok ok
0.22
48
EC2 USERGUIDEv2.indd Sec1:48
17/07/2006 17:04:34
RCC31R Rigorous One-way Slabs.xls RCC31R Rigorous One-way Slabs/ SPANS! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
8th Floor slab, from A to G
The Concrete Centre Made by
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to BS 8110:2005 Originated from RCC31R.xls v3.0 on CD
Checked
LEFT
DESIGN
Av M ßb V d As As' As prov
As top @ 300
As' prov SHEAR v vc
10
H
As' prov @ 250
314 0.279 0.568
H
As prov
As' @ 250
314 12
@ 175
646
LEFT
ACTIONS
DESIGN
As prov As' prov SHEAR v vc DEFLECTIONS mm CHECKS
As top #DIV/0!
10
H
As' prov @ 450
175 #VALUE! #NUM! #VALUE!
H
As prov
#DIV/0!
@ 250
452
ok
H
@ 250
5 0%
0.00
H
10
@ 175
449 10
175 #VALUE! #NUM! #VALUE! #VALUE! Precamber (mm) = Increase btm As by
#DIV/0! > 4% ok #DIV/0!
10
314 0.196 0.437
@ 450
As' prov
#VALUE!
#DIV/0!
@ 250
ok ok
As prov
#VALUE!
Permanent = #DIV/0! Imposed = #DIV/0! Affecting partitions = #DIV/0! % As #DIV/0! d'/x ok
Crack width
@ 175
449 12
10
314
0 0.0 0.00 #VALUE! -30.0 413 As' -196
-31.0 427 413 10
6000 0.0 1.00 38.14 195.0 293 0
RIGHT
0.0 0.00
#DIV/0! H
BTM STEEL
10
R68
Precamber (mm) = Increase btm As by
CENTRE
0 0.0 1.00 #VALUE! -30.0 0 0 H
TOP STEEL
H
As' prov
Links not required Permanent = 17.42 < 24.00 Imposed = 10.33 < 12.00 Affecting partitions = 13.66 < 17.14 ok CHECKS % As ok ok d'/x ok ok Crack width ok 0.28 ok 0.20
Av M ßb V d As As'
H
As prov
DEFLECTIONS mm
SPAN 4
-
RIGHT
194.0 595 293 10
49 41 Job No
47.7 0.95
670 H
BTM STEEL
16
Revision
CENTRE
0 46.7 0.85 53.56 192.0 589 0 H
TOP STEEL
Page
Apr-2006
chg
© 2006 TCC
SPAN 3 ACTIONS
Date
rmw
5 0%
> 4% FAILS
#DIV/0!
#DIV/0!
#DIV/0!
49
EC2 USERGUIDEv2.indd Sec1:49
17/07/2006 17:04:37
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 user input on each of the first three sheets and choice of reinforcement for each span is implicit.
Practicality should dictate that the greater number of bars are used for detailing. Hogging moments at 1/4 span positions within a span are checked and are used in the determination of top steel in spans.
MAIN!
WEIGHT!
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’.
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 only as they cannot deal with the effects of designers’ and detailers’ preferences, rationalisation, etc, etc. They do not allow for reinforcement in supporting beams or for mesh.
The use of C, K or F can alter the characteristics of the end supports 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 1.00m 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 support down before progressing to ACTIONS! Support reactions are given the bottom of the sheet
ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The user 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 user’s preferences. See Redistribution (page XX).
SPANS! In SPANS! the user 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’.
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.
Notes! This sheet gives disclaimers and revision history.
The reinforcement diameter specified for a support carries through both sides of the support, i.e. the diameter specified for the right hand support of a span carries over to the left hand support of the next span. It should be noted that hogging moment is checked both at the centre of support (solid section) and the solid/ rib intersection (ribbed section). As the moments at the solid/ rib intersection each side of the support may differ, it may be possible to obtain a design giving different numbers of bars each side of the support. 50
EC2 USERGUIDEv2.indd Sec1:50
17/07/2006 17:04:40
RCC32 Ribbed Slabs (A & D).xls RCC32 Ribbed Slabs (A & D)/ MAIN!
Project
Spreadsheets to BS 8110
The Concrete Centre
Client Advisory Group Location 3rd Floor slab from 1 to 5a RIBBED SLABS to BS 8110:2005 (Analysis & Design) Originated from RCC32.xls
LOCATION
v3.0 on CD
Supports from grid
MATERIALS fcu 35 fy 500 fyv 500 steel class Density 23.6
1
h agg γm γm
N/mm² N/mm² N/mm²
Checked
chg
© 2006 TCC
to grid
5a
20 1.15 1.50
mm steel concrete
(Normal weight concrete)
kN/m³
H (mm)
Left
Right
2.000 7.000 7.500
275 275 275
450 1100 1100
1100 1100 450
Date
Page
51 43
11-Apr-06 Revision
Job No
-
R68
COVERS (to links, or if no links, to reinf) Top cover 20 mm Btm cover 20 mm Side cover 20 mm RIBS slab depth, hf 100 mm
Solid (mm) L (m)
Rib width Centres 1 in
150 900 10
Support No
Type
1 4
C K
mm mm
taper
SUPPORTS
K(nife), C (antilever) or E (ncastre)
LOADING UDLs (kN/m²) Span 1 UDL PL 1 PL 2 Span 2 UDL PL 1 PL 2 Span 3 UDL PL 1 PL 2
rmw
A
SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6
Made by
PLs (kN/m)
Position (m)
Self Weight
Add Dead Load
Imposed Load
Position from left
5.73 ~~~~ ~~~~ ~ 4.19 ~~~~ ~~~~ ~ 3.82 ~~~~ ~~~~
2.50
4.00
~~~~
~
~ 2.50 8.50
~ 4.00 1.00
~~~~ 1.450
~ 2.50
~ 4.00
~~~~
~
Span 4 UDL PL 1 PL 2 Span 5 UDL PL 1 PL 2 Span 6 UDL PL 1 PL 2
LOADING PATTERN DEAD IMPOSED
Self Weight
Add Dead Load
Imposed Load
Position from left
~~~~ ~~~ ~~~ ~
~
~
~~~ ~~~ ~
~
~
~
~
~~~~ ~~~~ ~~~~ min
max
1 0
1.4 1.6
LOADING DIAGRAM
1
5a
REACTIONS (kN/m) SUPPORT Characteristic Dead Max Imposed Min Imposed MAX ULTIMATE
1
2
3
4
43.0 20.4 7.3 94.9
58.0 34.9 17.3 133.0
18.2 13.3 -1.6 46.6
~ ~ ~ ~
~ ~ ~ ~
~ ~ ~ ~
51
EC2 USERGUIDEv2.indd Sec1:51
17/07/2006 17:04:41
RCC32 Ribbed Slabs (A & D)/ ACTIONS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
3rd Floor slab, from 1 to 5a
The Concrete Centre Made by
rmw
RIBBED SLABS to BS 8110:2005 (Analysis & Design) Originated from RCC32.xls v3.0 on CD
Checked
© 2006 TCC
Date
Page
Apr-2006 Revision
52 44 Job No
chg
-
R68
10
15
20
BENDING MOMENT DIAGRAMS (kNm/m) 120 100 80 60 40 20 0 -20 -40 -60 -80 -100
120 100 80 60 40 20 0 -20 -40 -60 -80 -100 0
5
1
10
15
5a
Elastic Moments SUPPORT No
Elastic M Redistributed M ßb Redistribution
5
1
1
2
3
4
35.9 35.9 1.000 0.0%
97.9 83.2 0.850 15.0%
0.0 0.0 1.000
~ ~ ~
~ ~ ~
~ ~ #VALUE!
~ ~ #VALUE!
~ ~ #VALUE!
5
10
1
2
3
0.00 0.00 1.000
66.48 62.29 0.937
75.34 71.04 0.943
5a
Redistributed Envelope
0.0 0.0 1.000
SPAN No
Elastic M Redistributed M ßb
0
20
kNm/m kNm/m ~
SHEAR FORCE DIAGRAMS (kN/m) 80
80
60
60
40
40
20
20
0
0
-20
-20
-40
-40
-60
-60
-80
-80 0
5
1
10
15
20
5a
Elastic Shears SPAN No
Elastic V Redistributed V
0
1
1
Redistributed Shears
2
15
20
5a
3
0.0 0.0
35.9 35.9
58.2 59.1
66.8 67.1
70.3 68.3
47.9 46.6
~ ~
~ ~
~ ~
~ ~
~ ~
~ ~
SPAN No
Elastic V Redistributed V
52
EC2 USERGUIDEv2.indd Sec1:52
17/07/2006 17:04:44
RCC32 Ribbed Slabs (A & D).xls RCC32 Ribbed Slabs (A & D)/ SPANS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
3rd Floor slab, from 1 to 5a
The Concrete Centre Made by
RIBBED SLABS to BS 8110:2005 (Analysis & Design) Originated from RCC32.xls v3.0 on CD
SPAN 1 ACTIONS
M kNm/m ßb d mm As mm² As' mm²
DESIGN
TOP STEEL
As prov
mm²
As' prov V v vc
mm²
BTM STEEL SHEAR
kN/m N/mm² N/mm²
LINKS DEFLECTION & CHECKS
LEFT 0.0 1.00 243.0 16 0 2H 12 /rib + 5 H8 between 478 1H 16 /rib 201 0.00 0.000 0.658 . L/d 8.368
Revision
chg
CENTRE 0.0 1.00 239.0 (x=26.6
0.0
177.0 80.4 187.9 441.8 269.9 461.0 340.7 678.1 232.2 678.1 289.2 152.6
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
0.0 0.0 0.0
0.0
23.1
639.7 244.9 684.0
PL1
< >
PL2
< >
Right
0 0 0 0 0 0
166.1 181.1 68.4 421.6 448.3 247.9
0 0 0 0 0 0
166.1 181.1 68.4 421.6 448.3 247.9
100 100 100 100 100 100
215.6 200.5 97.3 632.1 605.4 421.8
0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.1 1.6 54.7 -71.5 -95.5 -1.1 -138.4 -138.4 27.52
650.6 655.6 199.2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.1 1.6 54.7 -71.5 -95.5 -1.1 -138.4 -138.4 27.52
0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.1 1.6 54.7 -71.5 -95.5 -1.1 -138.4 -138.4 27.52
650.6 655.6 199.2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.1 1.6 54.7 -71.5 -95.5 -1.1 -138.4 -138.4 27.52
100 100 100 5.223 5.695 4.955 4.801 5.105 4.442 5.031 5.069 3.570 449.0 517.4 224.2 940.6 1048.8 549.4 1498.3 1523.2 383.21
901.3 896.4 470.4
25.4 25.4 23.1 23.1 23.1 23.1 23.1 23.1 23.1
23.1
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0
281.4 114.7 118.4 1334.5 1038.1 1044.6 1642.4 1583.1 1599.55
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Loadings UDL PL1
31.8 31.8 13.8 87.8 87.8 55.8 65.4 129.3 129.3 55.8
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
M
517.4 224.2
0
0
PL2
pUDL
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
X bar
12
T height
max min
@ 5.695 @ 4.955
41.8 41.5
1048.8 max 549.4 min
@ 5.105 @ 4.442
40.5 49.3
1523.2 max 383.2 min
@ 5.069 @ 3.570
40.7 77.1
101
EC2 USERGUIDEv2.indd Sec1:101
17/07/2006 17:06:43
RCC42 Post-tensioned Slabs & Beams (A & D)/ DETAILS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
The Concrete Centre Made by
Location Level 2 - Beam on Grid 7 POST-TENSIONED ANALYSIS & DESIGN to BS 8110:2005 Originated from RCC42.xls v3.0 on CD
V
Xbar
M
SLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 SLS 7 ULS 1 ULS 2 ULS 3 SLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 ULS 1 ULS 2 ULS 3 SLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 ULS 1 ULS 2 ULS 3
Revision
chg
© 2006 TCC
V
Xbar
M
SLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 SLS 7 ULS 1 ULS 2 ULS 3 SLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 ULS 1 ULS 2 ULS 3 SLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 ULS 1 ULS 2 ULS 3
R68
0
0
Left
< >
PL1
< >
PL2
< >
Right
UDL
PL1
PL2
pUDL
220.5 92.2 209.7 655.8 427.7 636.5
0 0 0 0 0 0
220.5 92.2 209.7 655.8 427.7 636.5
0 0 0 0 0 0
220.5 92.2 209.7 655.8 427.7 636.5
100 100 100 100 100 100
177.0 80.4 187.9 441.8 269.9 461.0
938.5 465.4 938.5
938.5 465.4 938.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -285 -87 -149 -1349 -998 -1108 -1639 -1469 -1639
0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -285 -87 -149 -1349 -998 -1108 -1639 -1469 -1639
938.5 465.4 938.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -285 -87 -149 -1349 -998 -1108 -1639 -1469 -1639
100 100 100 6.934 6.679 6.593 7.469 7.663 7.249 7.257 8.339 7.257 480 221 542 1100 641 1199 1766 471 1766
678.1 232.2 678.1
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
285 87 149 1349 998 1108 1639 1469 1639
0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -285 -87 -149 -1349 -998 -1108 -1639 -1469 -1639
31.8 13.8 31.8 87.8 55.8 87.8 65.4 129.3 55.8 129.3
Left
< >
PL1
< >
PL2
< >
Right
UDL
PL1
PL2
pUDL
0.0 0.0 0.0 0.0 0.0 0.0
100 100 100 100 100 100
0.0 0.0 0.0 0.0 0.0 0.0
100 100 100 100 100 100
0.0 0.0 0.0 0.0 0.0 0.0
100 100 100 100 100 100
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0
100 100 100 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0
0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0
100 100 100 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0
0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0
100 100 100 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0
0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
13 13 13 12 12 12 12 12 12
M
X bar
542.2 221.2
0 0 0 0 0 0 0 0 0
#VALUE! #VALUE! #VALUE! 0 0 0 0 0 0
102 83 Job No
-
Loadings
@ 6.593 @ 6.679
41.9 41.2
1198.8 max 641.2 min
@ 7.249 @ 7.663
40.7 44.8
1766.0 max 471.5 min
@ 7.257 @ 8.339 0
40.7 59.8 0
M
X bar
12.5
T height
max min
Loadings
0
Page
11-Apr-2006
Checked
DETAILED CALCULATIONS viii
Span 2
Date
RMW
0
T height
0.0 0.0
max min
@ 0.000 @ 0.000
0.0 0.0
0.0 0.0
max min
@ 0.000 @ 0.000
0.0 0.0
0.0 0.0
max min
@ 0.000 @ 0.000
0.0 0.0
102
EC2 USERGUIDEv2.indd Sec1:102
17/07/2006 17:06:45
RCC42 Post-tensioned Slabs & Beams (A & D).xls RCC42 Post-tensioned Slabs & Beams (A & D)/ DETAILS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
The Concrete Centre Made by
Location Level 2 - Beam on Grid 7 POST-TENSIONED ANALYSIS & DESIGN TO BS 8110 Originated from RCC42.xls v3.0 on CD
DETAILED CALCULATIONS ix (d) ULS MOMENT C Supt 1
DESIGN MOMENT TENDON HEIGHT fpe Hinges Lt Lte dt dr Rp fpe/fpu TABLE 4.4 1a 1b 2a 2b fpb bonded fpb unbonded TENDON FORCE As REBAR FORCE TOTAL TENSION dn Steel stress Zt Zr MOR
1523.2 40.7 1048 2 24.50 12250 484.3 480.0 0.051 0.648 1.00 1.00 1.00 1.00 1617 1301 3122 6283 2731.8 5854 72.3 435 448.2 443.9 2611.6
300.0 482.0 0.138 0.649 1.00 1 0.99 0.99 1605 1182 2836 4021 1748.4 4584 94.3 435 252.8 434.8 1477.2
(e) SHEAR
Span 1
V Mu M0 Cracked ? UNCRACKED
fcp Vco CRACKED Aps As d As% fpe/fpu vc Vcr Vc Asv/Sv Sv
f) VIBRATION ny : ly Ix : Iy λx : λy kx : ky ω δx : δy f'x : f'y fbx : fby fx : fy Nx : Ny Cx : Cy Rx : Ry R
Checked
chg
Left 636.2 42.2 213.5 N 2.127 1629.0 2400 6421 414.0 0.862 0.448 0.558 3531.2 1629.0 1.656 375
Right 881.9 1529.6 574.7 Y 2.120 1627.8 2400 8683 480.0 1.005 0.380 0.588 733.0 733.0 1.656 375
Supt 2
Left 1529.6 480.0 1047
Span 2
Right 1500.1 480.0 1047
1766.0 40.7 1048 2 24.50 12250 484.3 484.0 0.051 0.648 1.00 1.00 1.00 1.00 1617 1301 3122 2262 983.5 4105 50.7 435 459.0 458.7 1883.9
480.0 480.0 480.0 480.0 0.086 0.086 0.647 0.647 1.00 1.00 1 1 1 1 1 1 1617 1617 1281 1281 3075 3075 6283 2731.8 2731.8 5807 5807 119.5 119.5 435 435 420.3 420.3 420.3 420.3 2440.3 2440.3
Right 678.1 11.5 213.5 N 2.127 1629.0 2600 8883 210.0 2.350 0.394 0.916 12815.2 1629.0 1.656 375
Right 0.0 0.0 0
300.0 0.0 480.0 0.0 0.138 0.000 0.649 0.000 1.00 0.00 1 0 0.99 0 0.99 0 1605 0 1182 0 2836 0 6283 2731.8 2731.8 5568 2732 114.6 0.0 435 0 242.7 0.0 422.7 0.0 1843.1 0.0 0
Left 0.0 0.0 0.0 N 0.000 0.0 0 0 0.0 0.000 0.000 0.000 0.0 0.0 0.000 0
103 84 Job No
R68
Date
Supt 3
Left 11.5 300.0 1050
Span 2
Left 919.1 1500.1 574.7 Y 2.120 1627.8 2600 8883 480.0 1.028 0.392 0.592 753.3 753.3 1.656 375
Page
11-Apr-2006 Revision
© 2006 TCC
Span 1
Right 42.2 300.0 1050
Date
RMW
0
0
0.0 0.0 0 0 0.00 0 0.0 0.0 0.000 0.000 0.00 0.00 0.00 0.00 0 0 0 0 0.0 0 0.0 0 0.0 0.0 0.0
Left 0.0 0.0 0
0.0 0.0 0.000 0.000 0.00 0 0 0 0 0 0 0 0.0 0 0.0 0 0.0 0.0 0.0 ft = 1.859
Right 0.0 0.0 0.0 N 0.000 0.0 0 0 0.0 0.000 0.000 0.000 0.0 0.0 0.000 0
Links required
nx = 2 Span 1
Span 2
0
5 6.000 3E+10 2E+09 1.934 5.170 1.267 1.037 65.41 54.51 8.56 13.69 6.11 6.32 6.11 6.32 6.11 6.32 1.388 2.036 246.7 243.4 0.36 0.25 0.60
5 6.000 3E+10 2E+09 2.015 4.963 1.246 1.041 65.41 54.51 13.99 13.69 6.01 4.96 6.01 4.96 6.01 4.96 1.404 1.995 248.3 275.3 0.35 0.26 0.61
0 0.000 0 0 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.000 1.000 0.0 0.0 0.00 0.00 0.00
Khan/Williams Ref (Concrete Society Method) (9.8) (9.9, 9.10)
(9.11) (9.12, 9.13) (9.14) (9.17, 9.18) (9.19) (9.20) (9.21)
103
EC2 USERGUIDEv2.indd Sec1:103
17/07/2006 17:06:48
Level 2 - Beam on Grid 7
Location
As(b) = 6283 525 1050 525 563 43 43 4021 4021
Originated from RCC42.xls v3.0 on CD
© 2006 TCC
EC2 USERGUIDEv2.indd Sec1:104 0
δ
0
δ
M(SLS 5-7) -31.29 1/R -3E-08 Load -8E-06 Load x dist -0.001 End slope 0.001 Span δ 0 Cant δ 0 0 δ
DEFLECTIONS - IMPOSED
13.6 4E-08 1E-05 0.001 0.002 0 0
M (SLS 7) 1/R Load Load x dist End slope Span δ Cant δ
DEFLECTIONS - LONGTERM
77.5 1E-07 3E-05 0.003 -0.002 0 0
M (SLS 3) 1/R Load Load x dist End slope Span δ Cant δ
DEFLECTIONS at TRANSFER
1.05 8.67 1.05
0.53
80.51 8E-08 4E-05 0.047
0.53 8.53
27.69 3E-08 1E-05 0.008
2.03
2.03 7.31
1.07
1.07 6.61
-1.89
-0.93
177.2 5E-07 3E-04 0.303
-1.89 -11.13
-0.93 -10.62
137.6 4E-07 2E-04 0.11
-6.6 -8E-09 -5E-06 -0.005
73.9 9E-08 5E-05 0.026
1.62
1.62 8.81
133.30 1E-07 8E-05 0.13
2.96
2.96 7.94
173.4 5E-07 3E-04 0.496
-2.99
-2.99 -11.70
-132.8 -2E-07 -1E-04 -0.165
2.15
2.15 8.91
178.04 2E-07 1E-04 0.237
3.70
3.70 8.39
168.2 5E-07 3E-04 0.657
-4.02
-4.02 -12.22
-239.6 -3E-07 -2E-04 -0.406
d = 480 0 1650 2250 263 600 600 43 43 43 4021 4021 4021 TRANFORMED SECTION PROPERTIES at TRANSFER E= A 1E+06 1E+06 1E+06 1E+06 1E+06 Σ A.Yt 3E+08 3E+08 3E+08 3E+08 3E+08 Yt 234.1 234.1 234.1 234.1 234.1 Yb 290.9 290.9 290.9 290.9 290.9 Ixx 3E+10 3E+10 3E+10 3E+10 3E+10 TRANFORMED SECTION PROPERTIES - LONGTERM E= A 1E+06 1E+06 1E+06 1E+06 1E+06 Σ A.Yt 3E+08 3E+08 3E+08 3E+08 3E+08 Yt 242.1 242.1 242.1 242.1 242.1 Yb 282.9 282.9 282.9 282.9 282.9 Ixx 4E+10 4E+10 4E+10 4E+10 4E+10 TRANFORMED SECTION PROPERTIES - IMPOSED E= A 1E+06 1E+06 1E+06 1E+06 1E+06 Σ A.Yt 3E+08 3E+08 3E+08 3E+08 3E+08 Yt 232.9 232.9 232.9 232.9 232.9 Yb 292.1 292.1 292.1 292.1 292.1 Ixx 3E+10 3E+10 3E+10 3E+10 3E+10
SPAN 1 Distance Element b d' As(t)
Advisory Group
Client
2.61
2.61 8.94
214.71 2E-07 1E-04 0.363
4.27
4.27 8.66
161.7 5E-07 3E-04 0.799
-4.95
-4.95 -12.62
-327.0 -4E-07 -2E-04 -0.702
h= 2850 600 43 4021 25.53 1E+06 3E+08 234.1 290.9 3E+10 8.92 1E+06 3E+08 242.1 282.9 4E+10 33.54 1E+06 3E+08 232.9 292.1 3E+10
POST-TENSIONED ANALYSIS & DESIGN to BS 8110:2005
Spreadsheets to BS 8110
Project
2.99
2.99 8.89
243.31 2E-07 1E-04 0.497
4.68
4.68 8.76
153.8 4E-07 3E-04 0.921
-5.73
-5.73 -12.88
-395.0 -5E-07 -3E-04 -1.027
525 3450 600 43 4021 m= 1E+06 3E+08 234.1 290.9 3E+10 m= 1E+06 3E+08 242.1 282.9 4E+10 m= 1E+06 3E+08 232.9 292.1 3E+10
3.29
3.29 8.76
263.85 3E-07 2E-04 0.633
4.92
4.92 8.71
144.6 4E-07 3E-04 1.016
-6.33
-6.33 -12.96
-443.6 -6E-07 -3E-04 -1.354
bw = 4050 600 43 4021 7.83 1E+06 3E+08 234.1 290.9 3E+10 22.43 1E+06 3E+08 242.1 282.9 4E+10 5.96 1E+06 3E+08 232.9 292.1 3E+10
3.49
3.49 8.53
276.33 3E-07 2E-04 0.761
5.01
5.01 8.50
134.0 4E-07 2E-04 1.081
-6.73
-6.73 -12.84
-472.8 -6E-07 -4E-04 -1.657
1800 4650 600 43 4021 m-1= 1E+06 3E+08 234.1 290.9 3E+10 m-1= 1E+06 3E+08 242.1 282.9 4E+10 m-1= 1E+06 3E+08 232.9 292.1 3E+10
3.60
3.60 8.21
280.75 3E-07 2E-04 0.873
4.96
4.96 8.16
122.1 4E-07 2E-04 1.112
-6.91
-6.91 -12.51
-482.5 -6E-07 -4E-04 -1.909
bf = 5250 600 43 4021 6.83 1E+06 3E+08 234.1 290.9 3E+10 21.43 1E+06 3E+08 242.1 282.9 4E+10 4.96 1E+06 3E+08 232.9 292.1 3E+10 1E+06 3E+08 232.9 292.1 3E+10
1E+06 3E+08 232.9 292.1 3E+10
3.60
3.60 7.79
277.10 3E-07 2E-04 0.96
4.78
4.78 7.68
108.8 3E-07 2E-04 1.105
-6.88
-6.88 -11.95
4.11
4.11 6.41
78.3 2E-07 1E-04 0.957
-6.19
-6.19 -10.22
-395.3 -5E-07 -3E-04 -2.101
1E+06 3E+08 232.9 292.1 3E+10
1E+06 3E+08 242.1 282.9 4E+10
3.51
3.51 7.26
3.32
3.32 6.65
265.38 245.60 3E-07 2E-07 2E-04 1E-04 1.014 1.026
4.50
4.50 7.10
94.2 3E-07 2E-04 1.055
-6.63
-6.63 -11.19
-443.8 -6E-07 -3E-04 -2.157
1E+06 3E+08 242.1 282.9 4E+10
1E+06 3E+08 242.1 282.9 4E+10
-472.9 -6E-07 -4E-04 -2.085
1E+06 3E+08 234.1 290.9 3E+10
1E+06 3E+08 234.1 290.9 3E+10
1E+06 3E+08 234.1 290.9 3E+10
hf = 200 6450 7050 600 600 43 43 4021 4021
3000 5850 600 43 4021
DEFLECTION CALCULATIONS
3.05
3.05 5.94
217.76 2E-07 1E-04 0.987
3.64
3.64 5.65
61.0 2E-07 1E-04 0.809
-5.56
-5.56 -9.07
-327.4 -4E-07 -2E-04 -1.888
1E+06 3E+08 232.9 292.1 3E+10
1E+06 3E+08 242.1 282.9 4E+10
1E+06 3E+08 234.1 290.9 3E+10
7650 600 43 4021
bd3/12 =
2.69
2.69 5.16
181.86 2E-07 1E-04 0.889
3.11
3.11 4.82
42.3 1E-07 7E-05 0.606
-4.79
-4.79 -7.78
-240.1 -3E-07 -2E-04 -1.493
1E+06 3E+08 232.9 292.1 3E+10
1E+06 3E+08 242.1 282.9 4E+10
1E+06 3E+08 234.1 290.9 3E+10
2E+10 8250 600 43 4021
2.28
2.28 4.32
137.89 1E-07 8E-05 0.714
2.53
2.53 3.94
22.3 6E-08 4E-05 0.327
-3.91
-3.91 -6.38
-133.4 -2E-07 -1E-04 -0.875
1E+06 3E+08 231.2 293.8 3E+10
1E+06 3E+08 235.7 289.3 4E+10
9450 600 45 6283
1.81
1.81 3.42
85.85 8E-08 5E-05 0.475
1.93
1.93 3.05
0.9 3E-09 2E-06 0.015
-2.96
-2.96 -4.92
-7.3 -9E-09 -5E-06 -0.051
1E+06 3E+08 231.2 293.8 3E+10
1E+06 3E+08 235.7 289.3 4E+10
1.32
1.32 2.50
25.75 3E-08 2E-05 0.151
1.33
1.33 2.15
-21.8 -6E-08 -4E-05 -0.363
-2.02
-2.02 -3.45
138.3 2E-07 1E-04 1.03
1E+06 3E+08 231.2 293.8 3E+10
1E+06 3E+08 235.7 289.3 4E+10
1E+06 3E+08 231.8 293.2 3E+10
10050 600 45 6283
Revision
-
0.29
0.29 0.55
-120.9 -3E-07 -2E-04 -1.963
-0.47
-0.47 -0.93
405.3 5E-07 3E-04 2.938
1E+06 3E+08 231.2 293.8 3E+10
1E+06 3E+08 235.7 289.3 4E+10
1E+06 3E+08 231.8 293.2 3E+10
0
-302.9 -8E-07 -2E-04 -2.487 5E-04 0 0
0
406.1 5E-07 1E-04 1.489 -9E-04 0 0
1E+06 3E+08 231.2 293.8 3E+10
1E+06 3E+08 235.7 289.3 4E+10
1E+06 3E+08 231.8 293.2 3E+10
11700 263 45 6283
R68
104 85
11175 525 45 6283
Job No
Page
0.81
0.38
0
-42.41 -108.67 -181.10 -4E-08 -1E-07 -2E-07 -2E-05 -6E-05 -5E-05 -0.248 -0.622 -0.524 7E-04 0.81 0.38 0 1.56 0.76 0
0.76
0.76 1.28
-45.8 -1E-07 -7E-05 -0.76
-1.14
-1.14 -2.05
303.2 4E-07 2E-04 2.244
1E+06 3E+08 231.2 293.8 3E+10
1E+06 3E+08 235.7 289.3 4E+10
1E+06 3E+08 231.8 293.2 3E+10
10650 563 45 6283
11-Apr-2006
Date
The Concrete Centre
1E+06 3E+08 231.8 293.2 3E+10
chg
1E+06 3E+08 231.8 293.2 3E+10
8850 600 45 6283
Checked
RMW
Made by
RCC42 Post-tensioned Slabs & Beams (A & D)/ DEFLECTS!
104
17/07/2006 17:06:51
Level 2 - Beam on Grid 7
Location
As(b) = 2262 550 1100 550 588 45 45 6283 6283
Originated from RCC42.xls v3.0 on CD
© 2006 TCC
EC2 USERGUIDEv2.indd Sec1:105 0.0
δ -460.7 -5E-07 -1E-04 -0.018 -1E-04 0 0 0
M(SLS 4-7) 1/R Load Load x dist End slope Span δ Cant δ
δ
DEFLECTIONS - IMPOSED
-327.0 -1E-06 -3E-04 -0.039 0.002 0 0
M (SLS 7) 1/R Load Load x dist End slope Span δ Cant δ
DEFLECTIONS - LONGTERM
M (SLS 2) 437.0 1/R 6E-07 Load 2E-04 Load x dist 0.022 End slope -8E-04 Span δ 0 Cant δ 0 0 δ
DEFLECTIONS at TRANSFER
0.08
0.08 9.29
-0.03 9.64 -0.03
-281.0 -3E-07 -2E-04 -0.185
-367.5 -4E-07 -2E-04 -0.113
2.4
2.37 45.23
1.1
1.10 46.06
-1.25
-0.53
-30.4 -1E-07 -6E-05 -0.063
-1.25 -24.66
-0.53 -25.08
-124.4 -4E-07 -2E-04 -0.12
332.7 4E-07 3E-04 0.281
435.7 6E-07 3E-04 0.172
0.30
0.30 9.00
-191.1 -2E-07 -1E-04 -0.209
3.8
3.84 44.32
12.9 4E-08 3E-05 0.044
-2.23
-2.23 -24.34
167.2 2E-07 1E-04 0.235
0.60
0.60 8.79
-109.8 -1E-07 -7E-05 -0.164
5.3
5.29 43.39
52.5 2E-07 1E-04 0.246
-3.30
-3.30 -24.10
20.4 3E-08 2E-05 0.039
d = 484 0 1725 2350 275 625 625 45 45 45 6283 6283 6283 TRANFORMED SECTION PROPERTIES at TRANSFER E= A 1E+06 1E+06 1E+06 1E+06 1E+06 Σ A.Yt 3E+08 3E+08 3E+08 3E+08 3E+08 Yt 226.4 226.4 226.4 226.4 226.4 Yb 298.6 298.6 298.6 298.6 298.6 Ixx 3E+10 3E+10 3E+10 3E+10 3E+10 TRANFORMED SECTION PROPERTIES - LONGTERM E= A 1E+06 1E+06 1E+06 1E+06 1E+06 Σ A.Yt 3E+08 3E+08 3E+08 3E+08 3E+08 Yt 220.4 220.4 220.4 220.4 220.4 Yb 304.6 304.6 304.6 304.6 304.6 Ixx 4E+10 4E+10 4E+10 4E+10 4E+10 TRANFORMED SECTION PROPERTIES - IMPOSED E= A 1E+06 1E+06 1E+06 1E+06 1E+06 Σ A.Yt 3E+08 3E+08 3E+08 3E+08 3E+08 Yt 227.2 227.2 227.2 227.2 227.2 Yb 297.8 297.8 297.8 297.8 297.8 Ixx 3E+10 3E+10 3E+10 3E+10 3E+10
SPAN 2 Distance Element b d' As(t)
Advisory Group
Client
0.94
0.94 8.62
-37.3 -4E-08 -2E-05 -0.071
6.7
6.68 42.40
88.6 3E-07 2E-04 0.525
-4.38
-4.38 -23.88
-107.7 -1E-07 -9E-05 -0.261
h= 2975 625 45 6283 25.53 1E+06 3E+08 226.4 298.6 3E+10 8.92 1E+06 3E+08 220.4 304.6 4E+10 33.54 1E+06 3E+08 227.2 297.8 3E+10
POST-TENSIONED ANALYSIS & DESIGN to BS 8110:2005
Spreadsheets to BS 8110
Project
1.30
1.30 8.46
26.4 3E-08 2E-05 0.06
8.0
7.96 41.30
121.0 4E-07 2E-04 0.868
-5.40
-5.40 -23.60
-217.1 -3E-07 -2E-04 -0.638
525 3600 625 45 6283 m= 1E+06 3E+08 226.4 298.6 3E+10 m= 1E+06 3E+08 220.4 304.6 4E+10 m= 1E+06 3E+08 227.2 297.8 3E+10
1.64
1.64 8.30
81.4 8E-08 5E-05 0.218
9.1
9.09 40.05
149.7 5E-07 3E-04 1.261
-6.31
-6.31 -23.21
-307.9 -4E-07 -3E-04 -1.061
bw = 4225 625 45 6283 7.83 1E+06 3E+08 226.4 298.6 3E+10 22.43 1E+06 3E+08 220.4 304.6 4E+10 5.96 1E+06 3E+08 227.2 297.8 3E+10
1.96
1.96 8.10
127.6 1E-07 8E-05 0.393
10.0
10.04 38.61
174.9 6E-07 3E-04 1.69
-7.07
-7.07 -22.67
-380.0 -5E-07 -3E-04 -1.504
1800 4850 625 45 6283 m-1= 1E+06 3E+08 226.4 298.6 3E+10 m-1= 1E+06 3E+08 220.4 304.6 4E+10 m-1= 1E+06 3E+08 227.2 297.8 3E+10
2.22
2.22 7.85
165.1 2E-07 1E-04 0.574
10.8
10.76 36.95
196.3 6E-07 4E-04 2.143
-7.63
-7.63 -21.93
-433.4 -6E-07 -4E-04 -1.936
bf = 5475 625 45 6283 6.83 1E+06 3E+08 226.4 298.6 3E+10 21.43 1E+06 3E+08 220.4 304.6 4E+10 4.96 1E+06 3E+08 227.2 297.8 3E+10 1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 227.2 297.8 3E+10
2.42
2.42 7.54
193.9 2E-07 1E-04 0.751
11.2
11.24 35.05
214.2 7E-07 4E-04 2.604
-7.97
-7.97 -20.97
2.54
2.54 7.15
213.9 2E-07 1E-04 0.913
11.5
11.45 32.88
228.4 7E-07 5E-04 3.061
-8.07
-8.07 -19.77
-484.3 -6E-07 -4E-04 -2.657
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 220.4 304.6 4E+10
-468.2 -6E-07 -4E-04 -2.33
1E+06 3E+08 226.4 298.6 3E+10
1E+06 3E+08 226.4 298.6 3E+10
2.57
2.57 6.67
225.1 2E-07 1E-04 1.051
11.4
11.38 30.43
239.0 8E-07 5E-04 3.501
-7.92
-7.92 -18.32
-481.6 -6E-07 -4E-04 -2.888
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
hf = 200 6725 7350 625 625 45 45 6283 6283
3000 6100 625 45 6283
DEFLECTION CALCULATIONS (ii)
2.52
2.52 6.11
227.6 2E-07 1E-04 1.153
11.0
11.01 27.68
245.9 8E-07 5E-04 3.909
-7.53
-7.53 -16.63
-460.4 -6E-07 -4E-04 -2.995
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
7975 625 45 6283
bd3/12 =
2.38
2.38 5.45
221.3 2E-07 1E-04 1.209
10.3
10.34 24.62
249.2 8E-07 5E-04 4.272
-6.91
-6.91 -14.71
-420.4 -5E-07 -3E-04 -2.949
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
2E+10 8600 625 45 6283
2.15
2.15 4.71
206.3 2E-07 1E-04 1.209
9.4
9.35 21.26
248.9 8E-07 5E-04 4.576
-6.06
-6.06 -12.57
-361.8 -5E-07 -3E-04 -2.722
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
9850 625 45 6283
1.83
1.83 3.88
182.5 2E-07 1E-04 1.142
8.1
8.06 17.58
244.9 8E-07 5E-04 4.808
-5.04
-5.04 -10.24
-284.4 -4E-07 -2E-04 -2.286
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1.45
1.45 2.98
150.0 2E-07 1E-04 0.998
6.5
6.46 13.60
237.3 8E-07 5E-04 4.954
-3.87
-3.87 -7.77
-188.4 -2E-07 -2E-04 -1.61
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
10475 625 45 6283
Revision
-
1.00
1.00 2.02
108.8 1E-07 7E-05 0.767
4.6
4.56 9.32
226.0 7E-07 5E-04 5.001
-2.60
-2.60 -5.20
-73.8 -1E-07 -6E-05 -0.668
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
11100 625 45 6283
11-Apr-2006
Date
105 86
0.51
0.51 1.02
58.8 6E-08 4E-05 0.438
2.4
2.38 4.76
163.0 5E-07 3E-04 3.809
-1.30
-1.30 -2.60
6.7 9E-09 5E-06 0.064
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
0
0.0 0 0 0 8E-04 0 0
0.0
0.0 1E-20 4E-18 5E-14 0.004 0 0
0
0.0 6E-21 2E-18 2E-14 -0.002 0 0
1E+06 3E+08 227.2 297.8 3E+10
1E+06 3E+08 220.4 304.6 4E+10
1E+06 3E+08 226.4 298.6 3E+10
12350 313 45 6283
R68 11725 625 45 6283
Job No
Page
The Concrete Centre
1E+06 3E+08 226.4 298.6 3E+10
chg
1E+06 3E+08 226.4 298.6 3E+10
9225 625 45 6283
Checked
RMW
Made by
RCC42 Post-tensioned Slabs & Beams (A & D).xls
RCC42 Post-tensioned Slabs & Beams (A & D)/ DEFLECTS!
105
17/07/2006 17:06:54
Location
EC2 USERGUIDEv2.indd Sec1:106 0 0 45 6283
As(b) = 0 0 0 0 0 45 45 6283 6283
Originated from RCC42.xls v3.0 on CD
42940 2E+06 45 -45 0.554
42940 2E+06 45 -45 0.554
42940 2E+06 45 -45 0.554
1E+05 6E+06 45 -45 1.736
1E+05 6E+06 45 -45 1.736
1E+05 6E+06 45 -45 1.736
31188 1E+06 45 -45 0.402
0
δ
0
δ 0.0 0 0 0 0 0 0 0
M(SLS 5-7) 1/R Load Load x dist End slope Span δ Cant δ
δ
DEFLECTIONS - IMPOSED
0.0 0 0 0 0 0 0
M (SLS 7) 1/R Load Load x dist End slope Span δ Cant δ
DEFLECTIONS - LONGTERM
0.0 0 0 0 0 0 0
M (SLS 3) 1/R Load Load x dist End slope Span δ Cant δ
DEFLECTIONS at TRANSFER
Yt Yb Ixx
A Σ A.Yt
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
0.0 0 0 0
0.00 0.00
0.00 0.00
0.0 0 0 0
0.0 0 0 0
31188 1E+06 45 -45 0.402
0.0 0 0 0
31188 1E+06 45 -45 0.402
TRANFORMED SECTION PROPERTIES - IMPOSED
Yt Yb Ixx
A Σ A.Yt
TRANFORMED SECTION PROPERTIES - LONGTERM
Yt Yb Ixx
A Σ A.Yt
TRANFORMED SECTION PROPERTIES at TRANSFER
SPAN 3 Distance Element b d' As(t)
Level 2 - Beam on Grid 7
Client
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
31188 1E+06 45 -45 0.402
1E+05 6E+06 45 -45 1.736
42940 2E+06 45 -45 0.554
0 0 45 6283
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0 0 45 6283 E= 42940 2E+06 45 -45 0.554 E= 1E+05 6E+06 45 -45 1.736 E= 31188 1E+06 45 -45 0.402
d = -45
© 2006 TCC
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0 0 43 6283 m= 42940 2E+06 43 -43 0.529 m= 1E+05 6E+06 43 -43 1.66 m= 31188 1E+06 43 -43 0.384
h= 0 0 0 45 6283 25.53 42940 2E+06 45 -45 0.554 8.92 1E+05 6E+06 45 -45 1.736 33.54 31188 1E+06 45 -45 0.402
POST-TENSIONED ANALYSIS & DESIGN to BS 8110:2005
Spreadsheets to BS 8110
Advisory Group
Project
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
bw = 0 0 43 6283 7.83 42940 2E+06 43 -43 0.529 22.43 1E+05 6E+06 43 -43 1.66 5.96 31188 1E+06 43 -43 0.384
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0 0 43 6283 m-1= 42940 2E+06 43 -43 0.529 m-1= 1E+05 6E+06 43 -43 1.66 m-1= 31188 1E+06 43 -43 0.384
0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
bf = 0 0 43 6283 6.83 42940 2E+06 43 -43 0.529 21.43 1E+05 6E+06 43 -43 1.66 4.96 31188 1E+06 43 -43 0.384 0 0 43 6283
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
31188 1E+06 43 -43 0.384
1E+05 6E+06 43 -43 1.66
42940 2E+06 43 -43 0.529
0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
31188 1E+06 43 -43 0.384
1E+05 6E+06 43 -43 1.66
42940 2E+06 43 -43 0.529
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
31188 1E+06 43 -43 0.384
1E+05 6E+06 43 -43 1.66
42940 2E+06 43 -43 0.529
hf = 0 0 0 0 0 43 43 6283 6283
DEFLECTION CALCULATIONS (iii)
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
31188 1E+06 43 -43 0.384
1E+05 6E+06 43 -43 1.66
42940 2E+06 43 -43 0.529
0 0 43 6283
bd3/12 =
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
31188 1E+06 43 -43 0.384
1E+05 6E+06 43 -43 1.66
42940 2E+06 43 -43 0.529
0 0 0 43 6283
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
1E-04 -1E-04 -1 1 0.192
4E-04 -4E-04 -1 1 0.83
0 0 43 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
1E-04 -1E-04 -1 1 0.192
4E-04 -4E-04 -1 1 0.83
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
1E-04 -1E-04 -1 1 0.192
4E-04 -4E-04 -1 1 0.83
1E-04 -1E-04 -1 1 0.265
0 0 43 0
Revision
-
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
1E-04 -1E-04 -1 1 0.192
4E-04 -4E-04 -1 1 0.83
1E-04 -1E-04 -1 1 0.265
0 0 43 0
11-Apr-2006
Date
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
0.00
0.00 0.00
0.0 0 0 0
1E-04 -1E-04 -1 1 0.192
4E-04 -4E-04 -1 1 0.83
0.00 0 43 0
0
0.0 0 0 0 0 0 0
0
0.0 0 0 0 0 0 0
0
0.0 0 0 0 0 0 0
1E-04 -1E-04 -1 1 0.192
4E-04 -4E-04 -1 1 0.83
1E-04 -1E-04 -1 1 0.265
R68
106 86
1E-04 -1E-04 -1 1 0.265
0 0 43 0
Job No
Page
The Concrete Centre
1E-04 -1E-04 -1 1 0.265
chg
1E-04 -1E-04 -1 1 0.265
0 0 43 0
Checked
RMW
Made by
RCC42 Post-tensioned Slabs & Beams (A & D)/ DEFLECTS!
106
17/07/2006 17:06:57
RCC43 Wide Beams (A & D).xls
RCC43 Wide Beams (A & D).xls This 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 wide beams with columns above and below. Spans may incorporate cantilevers, fixed ends or knife-edge supports. There are three main sheets: MAIN!, ACTIONS! and SPANS! This spreadsheet is very similar to RCC41.xls except that it caters for wide beams (beams wider than they are deep) by allowing two sizes of bar in one layer and by allowing top steel in the span to be augmented to help satisfy span:depth criteria. The selection of size and number of top and bottom bars is automated. The number of bars determined by either: ■ Area of steel required/ area of maximum sized bar (e.g.
32mm diameter) ■ Spacing rules ■ Number of legs of links required in shear.
Where the latter two may govern, two diameters of bending steel are allowed in the same layer to avoid excessive overspecification of reinforcement. Input to the right of SPANS! allows top steel to be increased to satisfy span:depth criteria. The designer and detailer are expected to rationalise this output (but always remembering that bar spacings should not be increased). The size of link to be used remains as manual input.
MAIN! This sheet contains user input of materials, frame geometry and load data, as explained earlier. ‘Rebar layering’ refers to whether there are beams in the other direction. Answering ‘yes’ drops by one bar diameter the steel at the supports. For instance when using splice bars at the support bars in the other direction has to be avoided - and allowed for in the design. With respect to cantilevers, design for bending caters for moments at the face of support; design for deflection considers the cantilever from the centre line of support. In beam-to-beam situations (where the beam soffits are the same depth), the width of support can be input as being very small to avoid under-design in bending.
ACTIONS! ACTIONS! includes bending moment and shear force diagrams, summaries of moments and shears and user input for amounts of redistribution. Users should ensure that the amounts of redistribution in row 26 are always considered - there are no default or automated values. Cell L14 determines how the redistribution is carried out (see also Table 1 of this document).
SPANS! This sheet designs reinforcement for bending in spans and supports and for shear in the spans. User input is required for link sizes (e.g. at cell I22) and the amount by which span top steel should be increased (e.g. at cell N21) in order to help meet deflection criteria. Non-existent spans are blanked out. Support moments (including cantilever moments) are considered at the face of the support. This may lead to unequal amounts of reinforcement being designed for each side of the support. See Bar! Besides the limit of maximum modification factor for deflection = 2.0, an additional limit of maximum allowable area of steel has been imposed to comply with deflection criteria, Asdef, = 2 x Asreq’d , i.e. an allowable increase of 100% bottom span steel.
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 (gfg - 1.0)gk + gfqqk over alternate spans.
Bar! Intended mainly for first time users and young engineers, this sheet gives further details of the calculations summarised in SPAN! Support moments are considered at faces of supports;
107
EC2 USERGUIDEv2.indd Sec1:107
17/07/2006 17:07:00
checks at 1/4 span relate to hogging and any top steel required at either of these points is provided throughout the span.
Graf! This sheet provides data for the charts in MAIN! and ACTIONS!: it is not intended for formal printing.
Notes! This sheet gives disclaimers and revision history.
108
EC2 USERGUIDEv2.indd Sec1:108
17/07/2006 17:07:01
RCC43 Wide Beams (A & D).xls RCC43 Wide Beams (A & D)/ MAIN! Project
Spreadsheets to BS 8110
Client Location
Advisory Group D&D: Main beam Grids C to H
The Concrete Centre Made by
from grid 1 to 3
WIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.0 on CD
LOCATION
Supports from grid
1
to grid
SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6 SUPPORTS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 LOADING
h agg γs γc
N/mm² N/mm² N/mm²
20 1.15 1.50
H (mm)
bw (mm)
hf (mm)
Type
bf (mm)
375 375 375
1200 1200 1200
125 125 125
T T T
1900 2100 2200
4.00
375
1200
125
T
1650
H (mm)
B (mm)
End Cond
300 300 300 300 300
300 300 300 300 300
F F F F F
UDLs (kN/m)
PLs (kN)
-
R68
COVERS (to all steel) Top cover 25 mm Btm cover 40 mm Side cover 35 mm
mm
5.50 8.00 8.50
3.75 3.75 3.75 3.75 3.75
Job No
3
L (m)
ABOVE (m)
Span 1 UDL PL 1 PL 2 Part UDL Span 2 UDL PL 1 PL 2 Part UDL Span 3 UDL PL 1 PL 2 Part UDL
40 500 250 A
109 55
Revision
chg
© 2006 TCC
Sheet No
11-Apr-06
Checked
MATERIALS fcu fyl fyv steel class
Date
rmw
BELOW (m)
3.75 3.75 3.75 3.75 3.75
LOADING PATTERN DEAD IMPOSED
min
max
1 0
1.4 1.6
REBAR LAYERING Support steel in alt layer ? N
H (mm)
B (mm)
End Cond
300 300 300 300 300
300 300 300 300 300
F F F F F
Dead Load
Imposed Load
Position from left
62.2
30.0
Position (m)
Dead Load
Imposed Load
Position from left
Loaded Length
62.2
30.0
~~~~~
~~~~~ ~~~~~ ~~~~~
62.2 25.0
30.0 25.0
~~~~~ 4.00
~~~~~ ~~~~~ ~~~~~
62.2
30.0
~~~~~
~~~~~ ~~~~~ ~~~~~
Span 4 UDL PL 1 PL 2 Part UDL Span 5 UDL PL 1 PL 2 Part UDL Span 6 UDL PL 1 PL 2 Part UDL
Loaded Length
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
LOADING DIAGRAM
1
3
REACTIONS (kN) SUPPORT
ALL SPANS LOADED ODD SPANS LOADED EVEN SPANS LOADED Characteristic Dead Max Service Imposed Min Service Imposed
1
2
3
4
5
271.5 323.2 74.4 126.1 71.1 -16.3
1037.5 637.7 831.0 464.7 236.7 0.0
1178.6 889.8 907.4 551.6 273.4 0.0
965.4 830.3 539.8 438.4 210.0 0.0
134.2 -19 214.1 61.4 63.0 -32.9
0.0 0.0 0.0
0.0 0.0 0.0
109
EC2 USERGUIDEv2.indd Sec1:109
17/07/2006 17:07:02
RCC43 Wide Beams (A & D)/ ACTIONS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
D&D: Main beam Grids C to H, from grid 1 to 3
The Concrete Centre Made by
WIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
11-Apr-06
110 56 Job No
-
R68
BENDING MOMENT DIAGRAMS (kNm) 1200
1000
1000
800
800
600
600
400
400
200
200 0
0
-200 0
5
10
15
20
25
30
-200
0
5
10
15
20
25
30
-400
-400
-600
-600
-800
1
3
Elastic Moments SUPPORT No
Elastic M Redistributed M ßb
1
1
2
3
4
5
95.0 95.0 1.000
661.2 661.2 1.000
888.9 755.6 0.850
661.3 661.3 1.000
33.6 33.6 1.000
~ ~ ~
~ ~ ~
~ ~ ~
Redistribution
3
Redistributed Envelope
kNm/m kNm/m ~
15.0%
SPAN No
Elastic M Redistributed M ßb SHEARS (kN)
1
2
3
4
291.64 291.64 1.000
561.87 533.32 0.949
542.57 528.36 0.974
136.11 136.11 1.000
800
800
600
600
400
400
200
200
0
0
-200
-200
-400
-400
-600
-600
-800
-800 0
5
10
15
20
25
Elastic Shears
1 SPAN No
Elastic V Redistributed V
30
0
3
SPAN No
10
15
2
25
30
3
3
471.5 471.5
570.4 566.0
605.1 592.4
604.6 589.0
570.3 563.0
4
Elastic V
406.1
214.1
~
~
~
~
Redistributed V
406.1
214.1
~
~
~
~
COLUMN MOMENTS (kNm) ALL SPANS Above LOADED Below ODD SPANS Above LOADED Below EVEN SPANS Above LOADED Below
20
Redistributed Shears
1
1
323.2 323.2
5
1
2
3
4
5
29.7 29.7 47.5 47.5 -3.8 -3.8
25.9 25.9 -20.6 -20.6 57.5 57.5
4.7 4.7 57.2 57.2 -49.2 -49.2
-42.8 -42.8 -61.9 -61.9 -0.8 -0.8
0.2 0.2 17.1 17.1 -16.8 -16.8
110
EC2 USERGUIDEv2.indd Sec1:110
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RCC43 Wide Beams (A & D).xls RCC43 Wide Beams (A & D)/ SPANS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
D&D: Main beam Grids C to H, from grid 1 to 3
The Concrete Centre Made by
WIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.0 on CD
SPAN 1 ACTIONS
M ßb DESIGN d As As' TOP STEEL Layer 1
BTM STEEL
kNm mm mm² mm²
As prov Layer 1
mm²
As' prov
mm²
DEFLECTION SHEAR
V v vc
kN N/mm² N/mm²
LINKS
legs
No
ok ok ok ok ok ok ok
CHECKS
% As Cover min S max S Links Main bars max V Deflection
M ßb DESIGN d As As' TOP STEEL Layer 1
BTM STEEL
kNm mm mm² mm²
As prov Layer 1
mm²
As' prov
mm²
DEFLECTION SHEAR
V v vc
kN N/mm² N/mm²
LINKS
legs CHECKS
% As Cover min S max S Links Main bars max V Deflection
Revision
chg CENTRE 291.6 1.00 315.0 2241 0 2H20 + 5H16 . As' prov 1634 4H20 + 5H16 .
As prov Allowed
2262 27.490 Link Ø
10 Nominal
R10 @ 225 7 ok ok ok ok ok ok
Page
11-Apr-06 -
111 57 Job No
R68
RIGHT 540.1 1.00 324.0 4449 0 1H32 + 8H25 . As prov 4731 4H12 + 3H10 . As' prov 688 407.5 1.048 0.832 R10 @ 225 for 675 7 ok ok ok ok ok ok ok
ok
SPAN 2 ACTIONS
Checked
© 2006 TCC
LEFT 48.0 1.00 332.0 350 0 2H16 + 7H12 . 1194 4H12 + 3H10 . 688 L/d 17.460 258.1 0.648 0.518 R10 @ 225 for 675 7
Date
rmw
No
LEFT 577.9 1.00 324.0 4825 0 2H32 + 7H25 . 5045 1H20 + 6H16 . 1521 L/d 25.890 502.0 1.291 0.675 R10 @ 150 for 1050 7 ok ok ok ok ok ok ok
CENTRE RIGHT 533.3 668.6 0.95 0.86 309.0 324.0 4179 5787 0 0 1H20 + 6H16 3H32 + 7H25 . . As' prov 1521 As prov 5849 3H32 + 6H25 1H20 + 6H16 . . As prov 5358 As' prov 1521 Allowed 26.212 As auto-increased by 28.2 % Link Ø 528.4 10 1.359 Nominal 0.893 R10 @ 225 R10 @ 200 for 800 7 7 ok ok ok ok ok ok
ok ok ok ok ok ok ok
ok
111
EC2 USERGUIDEv2.indd Sec1:111
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RCC43 Wide Beams (A & D)/ SPANS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
D&D: Main beam Grids C to H, from grid 1 to 3
The Concrete Centre Made by
WIDE BEAM (Analysis & Design) to BS 8110:2005 Originated from RCC43 v3.0 on CD
SPAN 3 ACTIONS
M ßb DESIGN d As As' TOP STEEL Layer 1
BTM STEEL
kNm mm mm² mm²
As prov Layer 1
mm²
As' prov
mm²
. DEFLECTION SHEAR
V v vc
kN N/mm² N/mm²
LINKS
legs
No
% As Cover min S max S Links Main bars max V Deflection
kNm mm mm² mm²
4064 7H8
As' prov
mm²
352 12.618 341.6 0.869 0.624 R10 @ 225 for 450 7
DEFLECTION kN N/mm² N/mm²
LINKS
CHECKS
% As Cover min S max S Links Main bars max V Deflection
As' prov 1521 As auto-increased by 38.3 % Link Ø V 499.0 10 v 1.283 Nominal vc 0.850 R10 @ 225 R10 @ 225 for 900 7 7 ok ok ok ok ok ok ok
No
ok ok ok ok ok ok ok
RIGHT 3.0 1.00 332.0 22 0 2H16 + 7H12
.
As' prov
2376 1H16 + 8H12
As prov Allowed
1106 37.733
.
legs
.
5985 28.312
CENTRE 136.1 1.00 317.0 1039 0 1H25 + 6H20
. mm²
V v vc
R68
RIGHT 578.4 1.00 324.0 4831 0 2H32 + 7H25 . As prov 5045 1H20 + 6H16
ok ok ok ok ok ok
LEFT 498.1 1.00 327.5 3986 0 7H25 + 2H20
As prov BTM STEEL Layer 1
SHEAR
112 58 Job No
ok
SPAN 4 M ßb DESIGN d As As' TOP STEEL Layer 1
-
.
As prov Allowed
ok ok ok ok ok ok ok
CHECKS
ACTIONS
1521 27.508 524.9 1.350 0.709 R10 @ 150 for 1050 7
Revision
chg CENTRE 528.4 0.97 309.0 4140 0 4H16 + 4H12 . As' prov 1257 5H32 + 4H25
Page
Apr-2006
Checked
© 2006 TCC
LEFT 669.3 0.85 324.0 5794 0 3H32 + 7H25 . 5849 1H20 + 6H16
Date
rmw
.
As prov
1194 7H8
As' prov
352
.
Link Ø
10 Nominal
R10 @ 225 7 ok ok ok ok ok ok
.
149.0 0.374 0.518 R10 @ 225 for 450 7 ok ok ok ok ok ok ok
ok
112
EC2 USERGUIDEv2.indd Sec1:112
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RCC51 Column Load Take-down & Design.xls
RCC51 Column Load Take-down & Design.xls Conventional column load take downs by hand can be timeconsuming. 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 subframe analysis is not available or is unwarranted. As in COLUMN! within RCC11.xls, this spreadsheet determines the area of steel required (As).
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.
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.
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.
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 account taken of roof loadings (in order to
demonstrate automatic input adequately) ■ All columns are taken as 4.00 m long (again, in order to
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.
demonstrate automatic input adequately) ■ Load distribution according to BS 8110: Part 1, Clause 3.8.2.3,
i.e. reaction factors of 0.5 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 user 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!
Some input (highlighted in magenta) defaults to values from other sheets. For instance column dimensions are input in CDES! The user 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 ß for braced and unbraced columns are required
at G15:H15, see Clause 3.8.1.6 and Tables 3.19 and 3.20 as shown overleaf. ■ Whether the column is braced or un-braced – see BS 8110:
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).
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 at cell N22. An indication of the probable percentage of reinforcement is given at Q23 (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). 113
EC2 USERGUIDEv2.indd Sec1:113
17/07/2006 17:07:13
Table 2 Values of ß for braced and unbraced columns
End condition at top
Values of ß for braced columns
Values of ß for unbraced columns
End condition at bottom
End condition at bottom
1
2
3
1
2
3
1
0.75
0.80
0.90
1.20
1.30
1.50
2
0.80
0.85
0.95
1.30
1.50
1.80
3
0.90
0.95
1.00
1.60
1.80
-
4
-
-
-
2.20
-
-
Condition 1 - column monolithically connected to beam at least as deep as the column in the plane considered (or foundation specifically designed for moment) Condition 2 - column monolithically connected to beams or slabs shallower than the column in the plane considered Condition 3- column connected to members which will provide some nominal restraint Condition 4- column unrestrained NOTE: Taken from BS 8110 Tables 3.19 and 3.20
CDES!
Ltdcalcs!
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).
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 supported”.
Stiffs!
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.
This sheet shows workings for beam and column stiffnesses and is not necessarily intended for printing out other than for checking purposes.
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.
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”.
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 additional bars are unnecessary. Bresaler’s load contour check [(Mx / Mux )a + (My / Muy )a < 1.0, where a = 2/3 + 5N/3Nuz], used in CP 110(20) is not adopted in this spreadsheet but may be investigated using RCC53.xls.
Notes! This sheet gives disclaimers and revision history.
Some input (highlighted in magenta) defaults to values from other sheets. These cells are not protected so can be overwritten: beware. 114
EC2 USERGUIDEv2.indd Sec1:114
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RCC51 Column Load Take-down & Design.xls RCC51 Column Load Take-down & Design/ LOADTD!
Project
Spreadsheets to BS 8110
Client
Advisory Group Edge Column B1
Location
The Concrete Centre Made by
(akin to D&D)
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005
Originated from RCC51.xls v3.0
Date
rmw
© 2006 TCC
INPUT
Page
11-Apr-06
Checked
Revision
chg
-
115 85 Job No
R68
1-2
Location Edge Column B1
(akin to D&D) Orientation
y A-B
x
x
H
B-C
3
24.0 1.40 1.60
0
0
0
included
included
included
concrete density, kN/m fgk fqk
y n/a Level
7
6
5
4
3
2
1
5.00 5.00 7.50 0.00
5.00 5.00 7.50
5.00 5.00 7.50
5.00 5.00 7.50
5.00 5.00 7.50
5.00 5.00 7.50
5.00 5.00 7.50
175 x
175 x
175 x
175 x
175 x
175 x
175 x
300 350 300 350 300 500 0 0
300 350 300 350 300 500
300 350 300 350 300 500
300 350 300 350 300 500
300 350 300 350 300 500
300 350 300 350 300 500
300 350 300 350 300 500
300 300 4.00
300 300 4.00
300 300 4.00
300 300 4.00
300 300 4.00
300 300 4.00
300 300 4.00
7
6
5
4
3
2
1
5.00 4.00
5.00 4.00
5.00 4.00
5.00 4.00
5.00 4.00
5.00 4.00
5.00 4.00
(swt.) gk kN/m included included included line loads (-extra over slab loads and beam self weight) A-B gk kN/m 5.0 5.0 5.0 qk kN/m 0.0 B-C gk kN/m 5.0 5.0 5.0 qk kN/m 0.0 1-2 gk kN/m 0.0 qk kN/m 0.0 n/a gk kN/m 0.0 qk kN/m 0.0
included
included
included
included
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Dimensions Spans Cl to Cl
Slab
A-B B-C 1-2 n/a
thickness (solid) mm span direction,(II to) x, y or b width depth o/a width depth o/a width depth o/a width depth o/a
A-B A-B B-C B-C 1-2 1-2 n/a n/a
Column below H (ll to yy) B (ll to xx) Height (fl. to floor.)
mm mm m
Beams
Loads Slab
Beams
m m m m
mm mm mm mm mm mm mm mm (col above)
Level (characteristic uno) (inc swt.) gk kN/m2 qk kN/m2
At column position, other applied loads (eg loads from cantilevers) Gk kN (char) 0.0 Qk kN (char) 0.0 Mxx kNm (ult) 0.0 Myy kNm (ult) 0.0 Loads per floor Floor Floor Column below
OUTPUT
Gk Qk Gk
kN kN kN
133.8 75.0 8.6
133.8 75.0 8.6
133.8 75.0 8.6
133.8 75.0 8.6
133.8 75.0 8.6
133.8 75.0 8.6
133.8 75.0 8.6
7 to 6
6 to 5
5 to 4
4 to 3
3 to 2
2 to 1
Below 1
kN kN factor kN kN
142.5 75.0 1.0 75.0 319
284.9 150.0 0.9 135.0 615
427.4 225.0 0.8 180.0 886
569.9 300.0 0.7 210.0 1134
712.3 375.0 0.6 225.0 1357
854.8 450.0 0.6 270.0 1629
997.3 525.0 0.6 315.0 1900
kNm kNm kNm kNm
112.6 1.6 91.7 1.3
91.7 1.3 91.7 1.3
91.7 1.3 91.7 1.3
91.7 1.3 91.7 1.3
91.7 1.3 91.7 1.3
91.7 1.3 91.7 1.3
91.7 1.3
Column level
Cumulative loads in column. Gk Qk Redn Qk redn factors OK*? Qk red* Y N Moments in column about x-x Mxx top about y-y Myy top Mxx bottom Myy bottom
115
EC2 USERGUIDEv2.indd Sec1:115
17/07/2006 17:07:16
RCC51 Column Load Take-down & Design/ DESMMNTS!
Project
Spreadsheets to BS 8110
Client
Advisory Group Edge Column B1
Location
The Concrete Centre Made by
(akin to D&D)
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005 Originated from RCC51.xls v3.0
INPUT
Orientation
about x-x about y-y 300 300
mm mm
lo, clear height ß
mm value
3500 0.90
3650 0.90
Braced or Unbraced?
B or U
B
B
kN kNm kNm
1900 91.7 0.0
1.3 0.0
kNm kN
1900 92.1 X-X
N top bottom
R68
-
(akin to D&D)
h (ll to yy) b (ll to xx)
Loads Axial Moments
116 86 Job No
Revision
chg
Location Edge Column B1 Level considered: Bottom (Max N)
Page
11-Apr-06
Checked
© 2006 TCC
Dimensions
Date
rmw
A-B
1-2 y x
x
B-C
H
y n/a Height (fl. to floor.) 4.00 m Column properties fcu fy cover to link Max sized main bar Probable percentage As link diameter
35 500 30 32 2.00% 8
mm mm % mm
OUTPUT Design criteria N M
about PROOF Slenderness le Slenderness Limit for short column Design column as Column is
mm
3150 3285 10.50 10.95 15.0 15.0 Short Short Short about x-x about y-y
Design moments (cont) about x-x about y-y Design moments for unbraced columns M2+100% Madd kNm n/a n/a eminN kNm n/a n/a Maximum kNm n/a n/a Design moments 1.3 91.7 about x-x about y-y Short Braced Braced
kNm Design moments Min eccentricity, 0.05 h Madd d Nuz Nbal K b' or, if slender, h? - b' ßa au Madd Eqns 32-35 ok to use? Braced columns M1 Mi Mi, (Mi=0 if Le/h>20) Mi, (Mi=0 if b/h>3)
kNm
28.5
n/a - short column 246 246 2200.1 2200.1 645.8 645.8 0.193 0.193 mm 246 246 0.082 0.089 mm 4.7 5.2 kNm 0.0 0.0 ok kNm 0.0 0.0 kNm 55.0 0.8 kNm 55.0 0.8 55.0 0.8 mm kN kN
Biaxial bending Mx/h' My/b Critical direction N/bhfcu ß
91.7 55.0 0.0 28.5 91.7
0.005 X-X 0.60 0.30
Maximum design moment = 91.7+0.30*246/246*1.3 =
Design moments for braced columns M2 kNm Mi+Madd kNm M1+Madd/2 kNm eminN kNm Maximum kNm
0.373
kNm
92.1
-
1.3 0.8 0.0 n/a 1.3
116
EC2 USERGUIDEv2.indd Sec1:116
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RCC51 Column Load Take-down & Design.xls RCC51 Column Load Take-down & Design/ CDES!
Spreadsheets to BS 8110
Project
Client Advisory Group Location Edge Column B1
The Concrete Centre Made by
(akin to D&D)
rmw
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005 Originated from RCC51.xls v3.0
INPUT
Checked
chg
© 2006 TCC
Level designed: Bottom (Max N) kN Axial load, N 1900 Moment, M 92.1 kNm about X-X axis Height, h (ll to yy, L'r to xx) 300 mm Breadth, b (ll to xx) 300 mm Max bar diameter 32 mm cover (to link) 30 mm
fcu fy fyv γm γm Link Ø steel class
Date
Page
117 87
11-Apr-06 Revision
Job No
R68
-
35 500 500 1.15 1.5 8 A
N/mm² N/mm² N/mm² steel concrete mm
CALCULATIONS from M from N
As = {M - 0.67fcu.b.dc(h/2 - dc/2)}/[(h/2-d').(fsc+fst).m] As = (N - 0.67fcu.b.dc/m) / (fsc - fst) As = Ast = Asc: dc=min(h,0.9x) d' = 54 mm .67fcu/m = 15.6 N/mm² d= 246 mm fy/m = 434.8 N/mm² critical about X-X axis:…... h= 300 mm b= 300 mm
from iteration, neutral axis depth, x, = dc 0.67.fcu.b.dc/m Steel comp strain Steel tens strain Steel stress in comp. face, fsc Steel stress in tensile face, fst from M, As = from N, As =
266.3 239.7 1124.0 0.00279 -0.00027 435 -53 1590 1590
mm mm kN
N/mm2 N/mm2 mm2 mm2
(Comp. stress in reinf.) (Tensile stress in reinf.) OK
As req'd = 1590mm² T&B:- PROVIDE 4H32 (ie 2H32 T&B - 1609mm²T&B) - 3.57% o/a - @192 cc.) Links : - PROVIDE H8 @ 300 . OK Stress diagram
Strain diagram
15.6 N/mm² 0.00350
435
0.00279
about X-X axis
0.00027
53 -0.00044
Notes 2
Stresses in N/mm
Compression +ve
117
EC2 USERGUIDEv2.indd Sec1:117
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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 user 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 CP 110(20) and more suited to the grouping of columns on particular 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 user 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.
The chart shows lines for 0.1fcuAc and Mmin. The user 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.
Notes! This sheet gives disclaimers and revision history.
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 user 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 account 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 CP 110 checks are carried out on a chosen section about both axes. Bi-axially bent columns are dealt with in RCC53.xls
118
EC2 USERGUIDEv2.indd Sec1:118
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RCC52 Column Chart generation.xls RCC52 Column Chart generation/ MAIN!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Columns at A1, A2 etc
The Concrete Centre Made by
RMW
COLUMN CHART FOR SYMMETRICALLY REINFORCED RECTANGULAR COLUMNS Checked BENT ABOUT THE X-X AXIS TO BS 8110:2005 Originated from 'RCC52.xls ' v3.0 on CD
Date
Revision
chg
© 2006 TCC
Page
119 94
11-Apr-06
Job No
R68
-
MATERIALS fcu fy steel class SECTION h b with All bars in
30 500 A
N/mm²
400 400 3 400
mm
γm γm
N/mm²
1.15 1.5
steel concrete
Cover h agg
X
mm
30 20
X
bars per face wide faces
mm mm
SINGLE AXIS BENDING
BAR ARRANGEMENTS Type
Bar Ø
Asc %
Link Ø
Bar c/c
Nbal (kN)
Nuz (kN)
H H H H H H
32 25 20 16 12 10
3.02 1.84 1.18 0.75 0.42 0.00
8 8 6 6 6 6
146.0 149.5 154.0 156.0 158.0 159.0
1113.7 1104.4 1106.9 1105.8 1106.2 0.0
4177.4 3385.1 2938.3 2652.3 2429.9 0.0
Checks ok ok ok ok ok < 0.4% - ignored
N:M INTERACTION CHART for 400 x 400 column, grade C30, 30 mm cover and 3 bars on 400 mm faces 4500 KEY
M min
AXIAL COMPRESSION, N, kN
4000 6H32
3500
6H25
3000
3000
6H20
2500
6H16
2000
1850 6H12
1500
1500 1000
1000
1000
500
500
0.1fcuAc
0 0
LOADCASES
100
200 300 MOMENT Mx kNm
Load case
N (kN)
Mx' (kNm)
A1 top A1 bot A2 bot
500 1850 3000
200 100 50
6 H20 6 H16 6 H25
400
500
Load case
N (kN)
Mx' (kNm)
4 5 6
1500 1000 1000
150 150 50
6 H16 6 H12 6 H12
119
EC2 USERGUIDEv2.indd Sec1:119
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RCC53 Column Design.xls RCC53.xls generates column design charts for symmetrically reinforced rectangular columns bent about two axes and checks input load cases. For circular columns RCC54.xls may be used. 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 user 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 account of any side-bars.
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.
‘K’ in C40:C49 refers to the reduction factor as per equation 33 in BS8110.
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 charts show lines for 0.1 fcuAc and Mmin (i.e. emin N). The user should be aware that all load cases should be within the boundaries of these lines. Due to a quirk in Excel, load cases can only 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.
Notes! This sheet gives disclaimers and revision history.
(22)
Rafiq argues that the Bresaler’s load contour check, as used in CP 110( 20) should be adopted to ensure a safe design for bi-axially bent columns otherwise designed to BS 8110, as shown below. (Mx /Mux)a + (My /Muy)a < 1.0, where a = 2/3 + 5N/3Nuz
MAIN! MAIN! contains all input data and gives designs for the input load cases. Guidance for the input is given within the spreadsheet but users should be familiar with BS 8110: Part 1, Clause 3.8 which deals with column design. The input moments under LOADCASES are the initial end moments due to ultimate design loads is defined in BS 8110 about the appropriate axes for slender columns. The spreadsheet calculates the additional design ultimate moment induced by deflection of column (Madd), the critical direction for bi-axial bending and the design moment. 120
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RCC53 Column Design.xls RCC53 Column Design/ MAIN!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group Ground floor columns at B1, B2 etc
The Concrete Centre Made by
Date
RMW
SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT TWO AXES TO BS 8110:2005 Checked Originated from RCC53.xls
MATERIALS fcu fy steel class SECTION h b with and
35 500 A
N/mm²
400 300 3 3
mm
N/mm²
v3.0 on CD
γm, steel γm, conc
Revision
chg
© 2006 TCC
1.15 1.5
Cover to link h agg
Page
121 96
11-Apr-06
Job No
-
30 20
R68
mm mm
mm
X
#N/A
X
#N/A
#N/A RESTRAINTS Lo (mm)
Top Condition
Btm Condition
Braced ?
ß
Le (mm)
3600 3600
2 2
2 2
Y Y
0.85 0.85
3060 3060
X-AXIS Y-AXIS LOADCASES
TOP MOMENTS (kNm)
AXIAL N (kN)
B1 B2 Loadcase 3 Loadcase 4 Loadcase 5 Loadcase 6
3500 3000 1000 1200 500 2500
BAR ARRANGEMENTS Bar Ø
H H H H H H
40 32 25 20 16 12
DESIGN MOMENTS (kNm) K
B1 B2 Loadcase 3 Loadcase 4 Loadcase 5 Loadcase 6
0.000 0.000 0.000 0.000 0.000 0.000
Asc %
Link Ø
8.38 5.36 3.27 2.09 1.34 0.75
10 8 8 6 6 6
X AXIS M add Mx
0.0 0.0 0.0 0.0 0.0 0.0
90.0 80.0 100.0 50.0 220.0 35.0
Slenderness
Lex/h = 7.65 Ley/b = 10.20 BTM MOMENTS (kNm)
M ix
M iy
M ix
M iy
90.0 80.0 100.0 50.0 220.0 35.0
25.0 60.0 35.0 150.0 90.0 25.0
90.0 80.0 100.0 50.0 220.0 35.0
25.0 60.0 35.0 150.0 90.0 25.0
BAR CENTRES (mm) 300 Face 400 Face
90 96 100 104 106 108
140 146 150 154 156 158
Y AXIS M add My
0.0 0.0 0.0 0.0 0.0 0.0
25.0 60.0 35.0 150.0 90.0 37.5
Status Column is SHORT
Nuz (kN)
Checks Asc > 6 % (3.12.6.2) ok ok ok ok ok
0 4573 3522 2929 2550 2255 COMBINED Axis M'
X Y X Y X Y
100.5 77.1 135.1 173.8 329.0 45.1
REBAR
max V *
8 H32 8 H32 8 H12 8 H25 No Fit 8 H25
99.6 102.3 52.0 86.5 97.3 88.1
SEE CHARTS ON NEXT SHEET
121
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RCC53 Column Design/ CHARTS!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group Ground floor columns at B1, B2 etc
The Concrete Centre Made by
RMW
Date
Page
11-Apr-06
SYMMETRICALLY REINFORCED RECTANGULAR COLUMN DESIGN, BENT ABOUT Checked TWO AXES TO BS 8110:2005
Revision
chg
-
Originated from RCC53.xls v3.0 on CD
© 2006 TCC
122 97 Job No
R68
N:M interaction chart: Mx' critical 400 x 300 column (h x b), grade C35, 30 mm cover 5000 Mx min
4500
KEY
4000
AXIAL LOAD, kN
3500
3500
8H32 3000 8H25
2500
8H20
2000 1500
8H16
1000
1000
8H12 500
500
0
0.1fcuAc
0
0
100
200
300
400
500
Mx' kNm
N:M interaction chart: My' critical 400 x 300 column (h x b), moment about yy axis), Grade C35, 30 Cover 5000 My min
4500
KEY
4000
AXIAL LOAD kN
3500
8H32
3000
3000
8H25 2500
2500
2000
8H20
1500
8H16 1200
1000
8H12
500
0.1fcuAc
0
0
0
50
100
150
200
250
300
My' kNm 122
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RCC54 Circular column charting .xls
RCC54 Circular column charting .xls This spreadsheet generates design charts for circular reinforced concrete columns. It shows the interaction between axial load and applied moment. Designs for input design load cases are given.
MAIN! MAIN! contains all input data. It charts the relevant interaction diagram and gives designs for the input load cases. Some guidance for the input is given within the spreadsheet but users should be familiar with BS 8110 Part 1, Clause 3.8 Columns. The input moments should be the maximum design moments as defined in BS 8110.
Calcs! For each bar diameter size Calcs! works out the co-ordinates for the N-M interaction diagram. Calcs! first works out the geometry for columns with up to 16 bars, specifically the neutral axis depth associated with no axial load, i.e. for N=0. Then for increments of neutral axis depth, moment and axial load capacities are calculated. The size of the increment is increased when neutral axis depth exceeds 2/3d, i.e. as axial load predominates and less accuracy is necessary.
Circle! Circle! provides geometrical data for truncated circular sections as look-up data for other sheets, notably for Calcs!
Cases! For each load case, Cases! determines the smallest bar diameter that satisfies the axial load and moment requirements. The input load is used to look up the appropriate capacities from Calcs!. These capacities are then used to determine the maximum moment allowable with the specified axial load.
Notes! This sheet gives disclaimers and revision history.
123
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RCC53 Column Design/ MAIN!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Columns at A1, A2 etc
The Concrete Centre Made by
RMW
COLUMN CHART FOR CIRCULAR COLUMNS TO BS 8110:2005 Originated from 'RCC54.xls ' v3.0 on CD
Checked
Date
Revision
chg
© 2006 TCC
Page
124 94
12-Apr-06
Job No
R68
-
MATERIALS fcu fy steel class SECTION h
35 500 A 475
γm γm
N/mm² N/mm²
mm
with
1.15 1.5
steel
8
bars
Cover h agg
concrete
30 20
mm mm
BAR ARRANGEMENTS Type
Bar Ø
Asc %
Link Ø
Bar c/c
Nbal (kN)
Nuz (kN)
H H H H H H
40 32 25 20 16 12
5.67 3.63 2.22 1.42 0.91 0.51
10 8 8 6 6 6
139.4 144.1 146.9 150.4 152.0 153.5
719 948 1028 1142 1152 1293
6984 5467 4416 3824 3445 3150
Checks ok ok ok ok ok ok
N:M INTERACTION CHART for 475 diameter column, grade C35, 30 mm cover and 8 bars 8000 KEY
AXIAL COMPRESSION, N, kN
7000
M min
6000
8H40
5000
8H32 4100
4000
8H25
3600 8H20
3000
3000
2500 8H16
2000 1500
8H12
1000 650
0.1fcuAc
0 0
100
200
300
400
500
600
MOMENT M, kNm LOADCASES
Load case
N (kN)
M (kNm)
1 2 3
650 4100 3000
210 320 60
8 H20 8 H40 8 H16
Load case
N (kN)
M (kNm)
4 5 6
1500 2500 3600
160 210 175
8 H12 8 H25 8 H32
124
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RCC61 Basement Wall.xls
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 CECP 2(6) and BS 8007(5). The spreadsheet has been developed with both the BS 8002 and the conventional (CECP 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, having unprotected the current sheet. Input is required on three sheets. The spreadsheet is laid out in a very similar manner to RCC62. xls. Correct display of the diagrams requires that the Tekton and Marker fonts have been installed. See FAQ.
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. Please note that unless the Marker and Tekton fonts are loaded into the Windows font folder the diagram will not display correctly. A simplistic chart 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 γf 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 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 buttons at L37:L40, the user 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 user 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 125
EC2 USERGUIDEv2.indd Sec1:125
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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.
Notes! This sheet gives disclaimers and revision history.
126
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RCC61 Basement Wall.xls RCC61 Basement Wall/ DATA!
Project
Spreadsheets to BS 8110 etc
Client Location
Advisory Group Grid line 2
Made by
Basement wall design to BS8110:2005
Checked
The Concrete Centre Date
rc
Originated from 'RCC61 Basement Wall..xls ' v3.0
Revision
chg
© 2006 TCC
B= BI =
DESIGN STATUS :
3500 150
Tw = Tb =
MATERIAL PROPERTIES steel class fcu = 35 γm = N/mm2 fy = 500 γm = N/mm2 Cover to tension reinforcement (co) = Max. allowable design surface crack width (W) = Concrete density = SOIL PROPERTIES Design angle of int'l friction of retained mat'l (Ø) = Design cohesion of retained mat'l (C ) = Density of retained mat'l (q ) = Submerged Density of retained mat'l (qs ) = Design angle of int'l friction of base mat'l (Øb) = Design cohesion of base mat'l (Cb ) = Density of base mat'l (qb ) = Allowable gross ground bearing pressure (GBP) = LOADINGS (unfactored) Surcharge load -- live (SQK) = Surcharge load -- dead (SGK) = Line load -- live (LQK) = Line load -- dead (LGK) = Distance of line load from wall (X) = Wall load -- live (WQK) = Wall load -- Dead (WGK) = LATERAL FORCES
Ko Kac Force (kN)
PE = PS(GK) = PS(QK) = PL(GK) = PL(QK) = PW =
31.25 12.50 12.50 10.00 7.50 0.00
Total
73.75
= =
LE = LS = LS = LL = LL = LW =
concrete steel mm mm kN/m3
30 0 20 13.33 20 0 10 150
degree kN/m2 kN/m3 kN/m3 degree kN/m2 kN/m3 kN/m2
10 10 15 20 250 50 50
kN/m2 kN/m2 kN/m kN/m mm kN/m kN/m
0.50 1.41
default Ko = (1-SIN Ø) = = 2Ko0.5
0.833 1.25 1.25 2.29 2.29 0.00
R68 VALID
225 350
A 1.50 1.15 40 0.3 24.0
Lever arm (m)
127 95 Job No
-
IDEALISED STRUCTURE and FORCE DIAGRAMS
DIMENSIONS(mm) H= 3000 Hw = 0 He = 2500
Page
12-Apr-2006
(0.2 or 0.3 mm only)
Wall Geometry
(Only granular backfill considered, ie "C" = 0) (default=2/3 of q), only apply when Hw >0 = 20.00 ASSUMPTIONS a) Wall friction is zero b) Minimum active earth pressure = 0.25qH c) Granular backfill h) Design not intended for walls over 3.5 m high i)Does not include check for temp or shrinkage eff
0.50
γf
Ultimate Force (kN)
1.40 1.40 1.60 1.40 1.60 1.40
43.75 17.50 20.00 14.00 12.00 0.00 107.25
127
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RCC61 Basement Wall/ STABILITY!
Project
Spreadsheets to BS 8110 etc
Client Location
Advisory Group Grid line 2
Made by
Basement wall design to BS8110:2005
Checked
The Concrete Centre Date
rc
Originated from 'RCC61 Basement Wall.xls' v3.0
Page
12-Apr-2006 Revision
chg
© 2006 TCC
-
EXTERNAL STABILITY
96 128 Job No
R68
STABILITY CHECK :
OK
ANALYSIS - Assumptions & Notes 1) Wall idealised as a propped cantilever ( i.e. pinned at top and fixed at base ) 2) Wall is braced. 3) Maximum slenderness of wall is limited to 15, i.e [ 0.9*(He-Tb/2)/Tw < 15 ] 4) Maximum Ultimate axial load on wall is limited to 0.1fcu times the wall cross-sectional area 5) Design Span (Effective wall height) = He - (Tb/2) 6) -ve moment is hogging ( i.e. tension at external face of wall ) +ve moment is sagging ( i.e. tension at internal face of wall ) 7) " Wall MT. " is maximum +ve moment on the wall. 8) Estimated lateral deflections are used for checking the P ∆ effect . UNFACTORED LOADS AND FORCES Force (kN)
Lever arm to base (m)
Base MT. (kNm)
= = = = = =
26.98 11.62 11.62 10.00 7.50 0.00
0.78 1.16 1.16 2.12 2.12 0.00
-10.11 -4.68 -4.68 -3.32 -2.49 0.00
4.14 2.54 2.54 4.48 3.36 0.00
23.15 8.50 8.50 3.69 2.77 0.00
3.82 3.13 3.13 6.31 4.73 0.00
0.2 0.2 0.1 0.1 0.0 0.0
Total
67.73
-25.28
17.06
46.61
21.12
0.6
Lateral Force
PE PS(GK) PS(QK) PL(GK) PL(QK) PW
Wall MT. Reaction at Reaction at (kNm) Base (kN) Top (kN)
Estimated Elastic Deflection ∆ (mm)
GROUND BEARING FAILURE LOAD CASE: Wall Load Surcharge Taking moments about centre of base (anticlockwise "+") Vertical FORCES (kN) Lever arm (m)
Wall load = Wall (sw) = Base = Earth = Water = Surcharge = Line load = ¦V=
100 14.31 29.40 6.45 0.00 1.50 20.00 171.66
1.49 1.49 0.00 1.68 1.68 1.68 0.00
Moment (kNm)
148.75 21.29 0.00 10.80 0.00 2.51 0.00 ¦ Mv = 183.35
MOMENT due to LATERAL FORCES, Mo =
0.00
100
150
RESULTANT MOMENT, M = Mv + Mo =
165.24
kNm
ECCENTRICITY FROM BASE CENTRE, M / V = MAXIMUM GROSS BEARING PRESSURE =
145.34
200
m kN/m2
(using overall factor of safety instead of partial safety fa
SUM of LATERAL FORCES, P = BASE FRICTION, Fb = - ( V TANØb + B.Cb ) =
46.61 -62.48
3.50
50
kNm
SLIDING AT BASE
BEARING PRESSURE (kN/m²)
1 0
0
-18.11
0.96
MAX MIN
< 150 F.O.S =
OK
1.50
kN kN
Factor of Safety, Fb / P =
1.34
< 1.50
FAIL .. but
therefore, LATERAL RESISTANCE to be provided by BASEMENT SLAB = 7.43 kN
128
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RCC61 Basement Wall.xls RCC61 Basement Wall/ DESIGN!
Project
Spreadsheets to BS 8110 etc
Client Location
Advisory Group Grid line 2
Made by
Basement wall design to BS8110:2005
Checked
The Concrete Centre Date
rc
Originated from 'RCC61 Basement Wall.xls' v3.0
Page
12-Apr-2006 Revision
chg
© 2006 TCC
-
STRUCTURAL DESIGNS (ultimate)
129 97 Job No
R68
DESIGN CHECKS :
OK BS8110
WALL ( per metre length ) AXIAL LOAD CAPACITY ( Limited to 0.1fcu ) = Force (kN)
γf
Lateral Force
PE PS(GK) PS(QK) PL(GK) PL(QK) PW
26.98 11.62 11.62 10.00 7.50 0.00
1.40 1.40 1.60 1.40 1.60 1.40
= = = = = =
Total
reference
787.50
> 150
kN
OK
3.4.4.1
Ultimate Ult. Moment Ult. Shear Ult. Shear Force (kN)at base (kNmat base (kN) at top (kN)
67.73
37.77 16.27 18.60 14.00 12.00 0.00
-14.15 -6.55 -7.49 -4.65 -3.99 0.00
32.41 11.90 13.60 5.17 4.43 0.00
5.35 4.38 5.00 8.83 7.57 0.00
98.64
-36.83
67.50
31.14
EXT MOMENT (kNm) INT
Design Bending Moments -50
31.3 -46.2
kNm kNm
Total Mmt on INTERNAL face (Mint+0.5Mecc+Mp) = Total Mmt on EXTERNAL face (Mext+0.5Mecc) =
0
50 0.00
top >
kNm kNm mm mm kNm kNm
0.57
WALL (m)
21.83 -36.83 125 0.6 18.8 0.08
1.13
1.70
< base
On INTERNAL face due to lateral forces, M int = On EXTERNAL face due to lateral forces, M ext = Eccentricity of Axial Loads = LATERAL DEFLECTION " ∆ " = Due to eccentricity of axial loads, M ecc = Due to P∆ effect, Mp =
2.26
2.83
EXTERNAL FACE WALL REINFORCEMENT :
MOMENT of RESISTANCE :
Min. As = φ= centres = As = d= z= As' = Mres =
293 16 200 1005 177 163 0 71.3
INTERNAL FACE
< 399 > 293
> 46.21
BASE of WALL SHEAR RESISTANCE:
RACK WIDTH to BS8100/8007 Temp & shrinkage effects not included
As = 100As/bd = vc = Vres =
1005 0.57% 0.72 127.1
X= Acr =
59.61 102.92
mm 2 mm < 549 mm > 293 mm 2 mm mm mm 2 > 31.29 kNm
293 12 200 565 179 170 0 41.8
Table 3.25
OK OK
3.12.11.2.7(b)
3.4.4.4 3.4.4.4
OK
TOP of WALL
φ= = > 67.50 mm mm
10 0.22% 0.52 93.3
@200 mm 393
> 31.14
mm2/m
N/mm2 kN
OK
< 0.30 mm
OK
Table 3.8
εm = 0.00055 W=
0.10
3.5.5.2
BS8007 App. B.2
REINFORCEMENT SUMMARY for WALL
INTERNAL FACE EXTERNAL FACE TRANSVERSE
Type
φ
centres
As
Min. As
H H H
mm 12 16 10
mm 200 200 225
mm 2 565 1005 349
mm 2 293 293 293
OK OK OK
129
EC2 USERGUIDEv2.indd Sec1:129
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RCC61 Basement Wall/ DESIGN! Project
Spreadsheets to BS 8110 etc
Client Location
Advisory Group Grid line 2
Made by
Basement wall design to BS8110:2005
Checked
The Concrete Centre rc
Originated from 'RCC61 Basement Wall.xls' v3.0
OUTER BASE ( per metre length ) γf = 1.50 Ult. Shear = 10.35 Ult. MT. = 1.67
130 98 Job No
-
R68 BS8110
SHEAR RESISTANCE:
455 12 225 503
mm2 mm mm mm2
d= Z= As' = Mres =
304 289 0 63.12
mm mm mm2 kNm
100As/bd = vc = Vres =
0.28% 0.42 126.35
εm = -0.0017
60.69 115.54
mm mm
INNER BASE ( per metre length ) Ult. Shear = -67.05 Ult. MT. = 39.60
kN kNm
reference
Min. As = φ= centres = As =
CHECK CRACK WIDTH IN ACCORDANCE WITH BS8100/8007 :
W=
Table 3.25
< 762 > 455
OK OK
3.4.4.4
> 1.67
OK
> 10.35
OK
2
N/mm kN
Table 3.8 3.5.5.2
Temp & shrinkage effects not included BS8007
-0.38 mm NO CRACKING
< 0.30
OK
App. B.2
(AT d from FACE of WALL) TENSION - BOTTOM FACE
BOTTOM REINFORCEMENT :
MOMENT of RESISTANCE :
SHEAR RESISTANCE:
Min. As = φ= centres = As =
455 12 225 503
mm2 mm mm mm2
< 762 > 455
OK OK
d= Z= As' = Mres =
304 289 0 63.12
mm mm mm2 kNm
> 39.60
OK
100As/bd = vc = Vres =
0.17% 0.42
N/mm2 kN
> 67.05
OK
126.35
CHECK CRACK WIDTH IN ACCORDANCE WITH BS8100/8007 :
60.69 115.54
Revision
(ASSUMED) kN (AT d from FACE of WALL) kNm TENSION - BOTTOM FACE
MOMENT of RESISTANCE :
X= Acr =
Page
12-Apr-2006
chg
© 2006 TCC
BOTTOM REINFORCEMENT :
X= Acr =
Date
εm = -0.0006
mm mm
W=
Table 3.25
3.4.4.4
Table 3.8 3.5.5.2
Temp & shrinkage effects not included BS8007
-0.14 mm NO CRACKING
< 0.30
OK
App. B.2
REINFORCEMENT SUMMARY for BASE
TOP BOTTOM TRANSVERSE
Type
φ
centres
As
H T T
mm 12 12 12
mm 225 225 225
mm 503 503 503
Min. As 2
mm2 455 455 455
OK OK OK
130
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RCC61 Basement Wall.xls RCC61 Basement Wall/ WEIGHT!
The Concrete Centre
Project
Spreadsheets to BS 8110 etc
Client Location
Advisory Group Grid line 2
Made by
Basement wall design to BS8110:2005
Checked
rc
Originated from 'RCC61 Basement Wall.xls' v3.0
Date
Revision
chg
© 2006 TCC
Page
12-Apr-2006
131 99 Job No
-
R68
APPROXIMATE WEIGHT OF REINFORCEMENT per metre length of wall No.
Type
Dia
Length
Unit Wt
Weight
WALL VERTICAL - Internal face VERTICAL - External face TRANSVERSE (Ext.+ Int.)
6 6 24
H H H
12 16 10
2746 2778 1000
0.888 1.578 0.617
14.63 26.31 14.80
BASE TOP (MAIN) BOTTOM (MAIN) TRANSVERSE ( T & B ) WALL STARTERS (Int.) WALL STARTERS (Ext.)
5 5 32 6 6
H H H H H
12 12 12 12 16
3596 3596 1000 1001 1193
0.888 0.888 0.888 0.888 1.578
15.96 15.96 28.41 5.33 11.30
SUMMARY
Total reinforcement per metre length of wall (kg)
133
131
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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 (CECP 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 comply with CECP 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. A list of names and where they are defined can be seen by referring to Insert\Name\Define in Excel having unprotected the current sheet. The spreadsheet is laid out in a very similar manner to RCC61.xls. Correct display of the diagrams requires that the Tekton and Marker fonts have been installed. See FAQ.
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. Please note that unless the Marker and Tekton fonts are loaded into the Windows font folder the diagram will not display correctly. 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 passive 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. over-turning and sliding) provided that the structure is in equilibrium and the ‘worst credible loads’ are used in the design. 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
132
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RCC62 Retaining Wall.xls 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. ■ The spreadsheet includes for concrete self-weight.
Many engineers have reservations about including the effect of passive pressure in front of the wall and a warning message has been used to help ensure that passive 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 passive reaction is measured from bottom base level downward. In the calculation of passive force, cohesion of the base material is also taken into consideration.
133
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RCC62 Retaining Wall/ DATA! Project
Spreadsheets to BS 8110etc
Client
Advisory Group Grid line 1
Made by
RETAINING WALL design to BS 8110:2005
Checked
Location
The Concrete Centre Date
rc
Originated from 'R RCC62.xls ' v3.0
Page
12-Apr-2006 Revision
chg
© 2006 TCC
IDEALISED STRUCTURE and FORCE DIAGRAMS
134 101 Job No
-
R68
DESIGN STATUS:
VALID
WARNING : Passive pressure should only be considered if it can be guaranteed that there will be no future excavation in front of the wall.
DIMENSIONS (mm) B= 4000 H= 3250 Hw = 1500 BI = 1200 Hp = 300 BN = 0 Hn = 0 MATERIAL PROPERTIES steel class N/mm² γm = fcu = 35 N/mm² γm = fy = 500 cover to tension steel = Max allowable design surface crack width (W) = Concrete density = SOIL PROPERTIES Design angle of int'l friction of retained mat'l (Ø) = Design cohesion of retained mat'l (C ) = Density of retained mat'l (q ) = Submerged Density of retained mat'l (qs ) = Design angle of int'l friction of base mat'l (Øb) = Design cohesion of base material (Cb ) = Density of base material (qb ) = Allowable gross ground bearing pressure (GBP) = LOADINGS
Surcharge load -- live (SQK) = Surcharge load -- dead (SGK) = Line load -- live (LQK) = Line load -- dead (LGK) = Distance of line load from wall (X) =
LATERAL FORCES (unfactored)
PE = PS(GK) = PS(QK) = PL(GK) = PL(QK) =
Ka = Kp = Kpc = Kac =
Tw = Tb = TN = A 1.5 1.15 50 0.3 24
300 300 0
concrete steel mm mm kN/m³
(0.2 or 0.3 mm only)
Wall Geometry 30 0 20 5.00 20 10 10 200 10 10 10.3 43 0 0.33 2.04 2.86 1.15
degree kN/m² kN/m³ kN/m³ degree kN/m² kN/m³ kN/m²
(Only granular backfil considered, "C" = zero) [default=2/3*q (only apply when Hw13.33 ASSUMPTIONS
a) Wall friction is zero b) Minimum active earth pressure = 0.25qH c) Granular backfill d)Does not include check of rotational slide/slope f kN/m² e)Does not include effect of seepage of ground water beneath the wall. kN/m f)Does not include deflection check of wall due to kN/m lateral earth pressures mm h) Design not intended for walls over 3.0 m high i) Does not include check for temp. or shrinkage eff [ default ka = (1-SIN Ø)/(1+SIN Ø) ] 0.33 [ default kp = (1+SIN Øb)/(1-SIN Øb 2.04 [ default kpc = 2kp0.5 ] = 2.86 [ 2ka0.5 ]
Force
Lever arm
Moment about TOE
γf
Fult
Mult
(kN) 29.58 10.83 10.83 0.00 0.00
(m) LE = 1.194 LS = 1.63 LS = 1.63 LL = 3.25 LL = 3.25
(kNm) 35.33 17.60 17.60 0.00 0.00
1.40 1.40 1.60 1.40 1.60
(kN) 41.42 15.17 17.33 0.00 0.00
(kNm) 49.46 24.65 28.17 0.00 0.00
11.25
LW = 0.50
5.63
1.40
PW = Total PP =
62.50
-9.49
76.16
(LP-HN) = 0.15
-1.38
1.00
15.75
7.88
89.67
110.15
-9.49
-1.38
134
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RCC62 Retaining Wall.xls RCC62 Retaining Wall/ STABILITY!
The Concrete Centre
Spreadsheets to BS 8110etc
Project Client Location
Advisory Group Grid line 1
Made by
RETAINING WALL design to BS 8110:2005
Checked
Originated from 'RCC62.xls' v3.0
Date
rc
Revision
chg
© 2006 TCC
PE = PS(GK) = PS(QK) = PL(GK) = PL(QK) = PW = ¦P= Pp =
29.58 10.83 10.83 0.00 0.00 11.25
Lever arm (m)
LE = LS = LS = LL = LL = LW =
Moment (kNm)
1.08 1.63 1.63 3.25 3.25 0.50
32.05 17.60 17.60 0.00 0.00 5.63
-9.49
Vertical FORCE (kN)
Wall = Base = Nib = Earth = Water = Surcharge = Line load = ¦V=
F.O.S = 1.50 LOADING OPTION (select critical load combination) 9EARTH Warning: PS(GK) PS(QK) PL(GK) PL(QK) PW
(LP-HN) = 0.15
17.64 16.80 0.00 102.50 30.00 50.00 53.30
-1.38 = 71.50
Lever arm (m)
Moment (kNm)
1.35 2.00 0.00 2.75 2.75 2.75 1.50
23.81 33.60 0.00 281.88 82.50 137.50 79.95 ¦ Mr = 639.24
270.24
Warning: ALLOW BUOYANCY OF BASE
Factor of Safety, Mr / Mo = SLIDING
OK
62.50 ¦ Mo
Restoring Moments
R68
STABILITY CHECKS :
OVERTURNING about TOE (using overall factor of safety instead of partial safety factor) Lateral FORCE (kN)
135 102 Job No
-
EXTERNAL STABILITY
Overturning Moments
Page
12-Apr-2006
(using overall factor of safety instead of partial safety factor) Sum of LATERAL FORCES, P =
62.50
8.94 F.O.S =
> 1.50
OK
1.50
kN Red'n factor for passive force = 1.00
PASSIVE FORCE, Pp x Reduction factor (1) = -9.49 kN BASE FRICTION ( ¦ V TANØb + B Cb ) = -138.36 kN Sum of FORCES RESISTING SLIDING, Pr = -147.85 kN
Factor of Safety, Pr / P =
2.37
> 1.50
OK
GROUND BEARING FAIL Taking moments about centre of base (anticlockwise "+") : Vertical FORCES (kN) Lever arm (m)
Wall = Base = Nib = Earth = Water = Surcharge= Line load = ¦V=
21.24 28.80 0.00 102.50 30.00 50.00 53.30 285.84
0.65 0.00 2.00 -0.75 -0.75 -0.75 0.50
BEARING PRESSURE (KN/m²)
Moment (kNm)
4.00 0
13.81 0.00 0.00 -76.88 -22.50 -37.50 26.65 ¦ Mv = -96.42
0.00
50
Moment due to LATERAL FORCES, Mo =
71.50
kNm
Resultant Moment, M = Mv + Mo =
-24.91
kNm
Eccentricity from base centre, M / V = Therefore, MAXIMUM Gross Bearing Pressure ( GRP) =
-0.09 77
m kN/m²
100
< 200
OK
135
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RCC62 Retaining Wall/ DESIGN!
The Concrete Centre
Spreadsheets to BS 8110etc
Project Client Location
Advisory Group Grid line 1
Made by
RETAINING WALL design to BS 8110:2005
Checked
rc
Originated from 'RCC62.xls' v3.0
Date
Page
12-Apr-2006 Revision
chg
© 2006 TCC
STRUCTURAL DESIGNS (ultimate)
136 103 Job No
-
R68
DESIGN CHECKS :
OK
WALL ( per metre length )
EARTH SURCHARGE(GK) SURCHARGE(QK) LINE LOAD(GK) LINE LOAD(QK) WATER Total
Force
Lever arm
Moment
(kN) 25.41 9.83 9.83 0.00 0.00 7.20
(m) 1.07 1.48 1.48 2.95 2.95 0.40
(kNm) 27.08 14.50 14.50 0.00 0.00 2.88
52.27
γf
V ult
M ult
1.4 1.4 1.6 1.4 1.6 1.4
(kN) 35.57 13.77 15.73 0.00 0.00 10.08
(kNm) 37.92 20.31 23.21 0.00 0.00 4.03
75.15
85.46
58.97
BS8110 reference MOMENT (KNm) 0
50
MAIN REINFORCEMENT : 100
Min. As =
φ=
top >
0.00
centres = Asprov =
0.59
390 20 150 2094
mm2 mm mm 2 mm
Table 3.25
< 364 > 390
OK OK
3.12.11.2.7(b)
WALL (m)
MOMENT of RESISTANCE : 1.18
d= z= As' = Mres =
< base
1.77
2.36
240 210.88 0 192.03
mm mm 2 mm kNm
3.4.4.4
> 85.46
OK
> 75.15
OK
< 0.30
OK
SHEAR RESISTANCE:
100 As/bd = vc = Vres =
2.95
0.87% 2 N/mm 0.77 184.24 kN
Table 3.8 3.5.5.2
Ultimate Bending Moment Diagram
CHECK CRACK WIDTH TO BS8110/BS8007 : Temperature and shrinkage effects not included)
X= Acr =
95.47 mm 86.05 mm εm = 0.0006 W= 0.12 mm
BS8007 App. B.2
REINFORCEMENT SUMMARY for WALL
VERTICAL EXT. FACE VERTICAL INT. FACE TRANSVERSE
Type
φ
Centres
As
H H H
mm 12 20 12
mm 150 150 150
mm 754 2094 754
Min. As 2
mm2 390 390 390
OK OK OK
136
EC2 USERGUIDEv2.indd Sec1:136
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RCC62 Retaining Wall.xls RCC62 Retaining Wall/ DESIGN!
Project Client Location
The Concrete Centre
Spreadsheets to BS 8110etc Advisory Group Grid line 1
Made by
RETAINING WALL design to BS 8110:2005
Checked
Date
rc
Originated from 'RCC62.xls' v3.0
Page
12-Apr-2006 Revision
chg
© 2006 TCC
-
R68
BASE - unloaded side ( per metre length ) γf = V ult = M ult =
1.45 85.74 67.33
BS8110
(default = ult mt / non-factored mt 1.45 kN kNm ( '+' TENSION AT BOTTOM FACE)
BOTTOM REINFORCEMENT :
mm2 mm mm 2 mm
d= z= As' = Mres =
242 223.36 0 130.17
mm mm mm2 kNm
> 67.33
OK
100 As/bd = vc = Vres =
0.55% 0.66 159.32
N/mm2 kN
> 85.74
OK
φ=
centres = Asprov = MOMENT of RESISTANCE :
CHECK CRACK WIDTH TO BS8110/BS8007 :
X= Acr =
80.69 86.81
reference
390 16 150 1340
Min. As =
SHEAR RESISTANCE:
137 104 Job No
mm mm
Table 3.25
< 558 > 390
OK OK
3.12.11.2.7(b)
3.4.4.4
Table 3.8 3.5.5.2
(Temperature and shrinkage effects not included)
εm = 0.00054 W=
0.11
BS8007
< 0.30
mm
OK
App. B.2
BASE - loaded side ( per metre length ) V ult = M ult =
81.52 18.13
kN kNm
(TENSION - TOP FACE)
TOP REINFORCEMENT :
390 16 150 1340
mm2 mm mm mm2
d= z= As' = Mres =
242 223.36 0 130.17
mm mm mm2 kNm
> 18.13
OK
100 As/bd = vc = Vres =
0.55% 0.66 159.32
N/mm2 kN
> 81.52
OK
Min. As = φ= centres = Asprov =
MOMENT RESISTANCE :
SHEAR RESISTANCE:
CHECK CRACK WIDTH to BS8100/ BS8007 :
X= Acr =
80.69 86.81
mm mm
Table 3.25
< 558 > 390
OK OK
3.12.11.2.7(b)
3.4.4.4
Table 3.8 3.5.5.2
(Temperature and shrinkage effects not included)
εm = -0.0003 W=
-0.05
BS8007
< 0.30
mm
OK
App. B.2
REINFORCEMENT SUMMARY for BASE
TOP (DESIGN) BOTTOM (DESIGN) TRANSVERSE
Type
φ
Centers
As
H H H
mm 16 16 12
mm 150 150 200
mm 1340 1340 565
Min. As 2
2
mm 390 390 390
OK OK OK
137
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RCC62 Retaining Wall/ WEIGHT!
Project Client Location
The Concrete Centre
Spreadsheets to BS 8110etc Advisory Group Grid line 1
Made by
RETAINING WALL design to BS 8110:2005
Checked
Originated from 'RCC62.xls' v3.0
rc
Date
Page
12-Apr-2006 Revision
chg
© 2006 TCC
138 105 Job No
-
R68
APPROXIMATE WEIGHT OF REINFORCEMENT No.
Type
Dia
Length
Unit Wt
Weight
WALL
VERTICAL - External face VERTICAL - Internal face TRANSVERSE (Ext.& Int.)
7 7 40
H H H
12 20 12
3046 3110 1000
0.888 2.466 0.888
18.93 53.69 35.51
BASE
TOP (MAIN) BOTTOM (MAIN) TRANSVERSE ( T & B ) WALL STARTERS (Ext.) WALL STARTERS (Int.)
7 7 42 7 7
H H H H H
16 16 12 12 20
4128 4128 1000 1155 1475
1.578 1.578 0.888 0.888 2.466
45.61 45.61 37.29 7.18 25.46
NIB
(assume same reinforcement as wall) INTERNAL FACE (MAIN) 7 EXTERNAL FACE (MAIN) 7 TRANSVERSE (EXT.+ INT.) 2
H H H
12 20 12
96 160 1000
0.888 2.466 0.888
0.60 2.76 1.78
SUMMARY
Approx total reinforcement per metre length of wall (kg)
274.4
138
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RCC71 Stair Flight & Landing - Single.xls
RCC71 Stair Flight & Landing - Single.xls RCC71.xls designs simply supported flights and landings to BS 8110. Input is required on two sheets.
Notes! This sheet gives disclaimers and revision history.
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 supported spans are catered for. If flights are continuous with floors, the user should specify continuity steel over supports as appropriate. Calculations are done per metre width of flight. Input loads are assumed to be characteristic and acting vertically. They should account for any undercuts. Selfweight, 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 defaults 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! Selfweight, 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!
139
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RCC71 Stair Flight & Landing - Single/ FLIGHT!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
South Staircase
The Concrete Centre Made by
FLIGHT
STAIR FLIGHTS AND LANDINGS to BS 8110:2005 Originated from RCC71.xls ' v3.0 on CD
MATERIALS fcu fy h agg Cover
35 500 20 25
N/mm² N/mm² mm mm
Checked
γm 1.5 concrete γm 1.15 steel steel class A Density 23.6 kN/m³ (Normal weight concrete)
Page
12-Apr-06 Revision
chg
© 2006 TCC
DIMENSIONS
a= b= c= d= e= Going = Rise = Rise =
Date
rmw
140 106 Job No
-
R68
Min bar Ø = 10 Max bar Ø = 16 Nominal top steel ? Y Sectional Elevation
600 2500 1200 -600 -100 250 1900 173
mm mm mm
landing A h = flight waist = landing B h =
175 200 200
mm mm mm mm total mm each step
L = 4300 10 treads Rake = 34.64 º
LOADING
Imposed 4.00 kN/m² Flight finishes 1.60 kN/m² Landing finishes 1.30 kN/m²
47.08 kN/m ult (20.87 + 11.16)
37.81 kN/m ult (16.91 + 8.84)
DESIGN
LANDING A, gk = 4.13 + 1.30 = 5.43 kN/m²
n = 1.4 x 5.43 + 1.6 x 4.0 = 14.00 kN/m²
FLIGHT, gk = 7.78 + 1.60 = 9.38 kN/m²
n = 1.4 x 9.38 + 1.6 x 4.0 = 19.53 kN/m²
LANDING C, gk = 4.72 + 1.30 = 6.02 kN/m²
n = 1.4 x 6.02 + 1.6 x 4.0 = 14.83 kN/m²
Zero shear is at 0.6 + (47.08 - 16.80) /19.53 = 2.151 m from left M = 47.08 x 2.151 - 16.80 x 2.151 - 19.53 x 1.551²/2 = 41.64 kNm/m d = 200 - 25 - 8 = 167 mm K = 0.0427 As = 604 mm²/m PROVIDE H16 @ 280 B = 718 mm²/m Enhanced by 17.9 % for deflection L/d = 4,300 /167 = 25.749 < 20.0 x 1.235 x 1.050 = 25.930 allowed
H10 @ 300 T in span OK
140
EC2 USERGUIDEv2.indd Sec1:140
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RCC71 Stair Flight & Landing - Single.xls RCC71 Stair Flight & Landing - Single/ LANDING!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
South Staircase
The Concrete Centre Made by
LANDING
STAIR FLIGHTS AND LANDINGS to BS 8110:2005 Originated from RCC71.xls' v3.0 on CD
MATERIALS fcu fy h agg Cover
35 500 20 25
Checked
γm 1.5 concrete γm 1.15 steel Density 23.6 kN/m³ (Normal weight concrete)
N/mm² mm mm
Page
141 107
12-Apr-06 Revision
Job No
chg
© 2006 TCC
N/mm²
Date
rmw
R68
Min bar Ø = 10 Max bar Ø = 16 Nominal top steel ? Y
DIMENSIONS
a = 1200 mm b = 1200 mm c = 250 mm d = 175 mm
depth, h = 175 mm width, w = 1200 mm L = 3000 mm
LOADING
LANDING
Imposed Finishes Slab
4.00 1.50 4.13
gk
qk
Flight a reaction 20.87 Flight b reaction 16.91
11.16 8.84
kN/m² kN/m² kN/m² kN/m kN/m
79.3 kN ult 74.0 kN ult 66.1 kN/m ult 61.6 kN/m ult n = 1.4 x 5.63 + 1.6 x 4.0 = 14.28 kN/m² n1 = (1.4 x 20.87 + 1.6 x 11.16)/1.20 = 39.23 kN/m² n2 = (1.4 x 16.91 + 1.6 x 8.84)/1.20 = 31.51 kN/m²
DESIGN
Zero shear is at (66.11 - 2.50) /(14.28 + 39.23) + 0.175 = 1.364 m from left M = 66.11 x 1.364 - 14.28 x 1.364²/2 - 39.23 x 1.189²/2 = 49.15 kNm/m d = 175 - 25 - 8 = 142 mm K = 0.0696 As = 870 mm²/m PROVIDE H16 @ 200 B = 1005 mm²/m Enhanced by 12.7 % for deflection H10 @ 325 T in span L/d = 3,000 /142 = 21.127 < 20.0 x 1.021 = 21.516 allowed OK
141
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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 supported on the landings and that the landings are simply supported 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 supports are assumed. Calculations are done per metre width of flight and landing. Input loads are assumed to be characteristic and acting vertically. They should account 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!
Notes! This sheet gives disclaimers and revision history.
142
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RCC72 Stairs & Landings - Multiple.xls RCC72 Stairs & Landings - Multiple/ STAIRCORE!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
North Staircase
The Concrete Centre Made by
REINFORCED CONCRETE STAIRCASES to BS 8110:2005 Originated from RCC72.xls
MATERIALS fcu 35 fy 500 h agg 20 Cover 20 DIMENSIONS A = 1200 C = 250 L1 = L2 = L3 = L4 = L5 = L6 = STOREY Lower Typical Upper
LOADING
FLIGHT 1 Waist =
1200 1200 1200 1200 1200 750
v3.0 on CD
Checked
mm mm mm mm mm mm
HEIGHT
Imposed Flight finishes Landing finishes
mm
F1 = F2 = F3 = F4 = F5 = F6 =
2500 2500 2500 2500 2500 2500
mm
10 treads
mm
10 treads
mm
10 treads
mm
10 treads
mm
10 treads
mm
10 treads
RISERS
RISE
RAKE
22 22 22
159.1 mm 159.1 mm 159.1 mm
32.5 º 32.5 º 32.5 º
4.00 0.50 1.30
As = 363 mm²
Waist Steps Finishes
4.20 1.88 0.50 6.57
R68
kN/m² kN/m² kN/m²
a = 2.350 m b = 0.600 m L = 2.950 m
4.20 1.88 0.50 6.57 kN/m² n1 = 1.4x6.57+1.6x4.00 14.60 kN/m = 15.60 kN/m² M = 22.06 x 1.414 / 2 = 15.60 kNm/m
150
-
143 109 Job No
Plans
γm 1.5 concrete γm 1.15 N/mm² steel mm steel class A mm Density 23.6 kN/m³ (Normal weight concrete) No of Flights = 6 mm B= 150 mm bearing mm Going = 250 mm
Waist Steps Finishes
FLIGHT 2 Waist =
Revision
chg
© 2006 TCC
Page
12-Apr-06
N/mm²
3500 mm 3500 mm 3500 mm
150
Date
RMW
mm
kN/m²
d = 125 mm
PROVIDE 5 H10 @ 270 B = 393 mm²
a = 2.500 m L = 3.700 m
n2 =
15.60
kN/m²
M = 19.50 x ( 1.850 - 0.625 ) = 23.89 kNm/m As = 561 mm²
22.06 kN/m K = 0.0285
L/d = 23.600 < 25.863 allowed
b = 0.600 m
19.50 kN/m d = 124 mm
OK
c = 0.600 m
19.50 kN/m K = 0.0444
PROVIDE 9 H12 @ 130 B = 1018 mm² L/d = 29.839 < 30.921 allowed As increased by 67.0 % for deflection
OK
143
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RCC72 Stairs & Landings - Multiple/ STAIRCORE!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
North Staircase
The Concrete Centre Made by
REINFORCED CONCRETE STAIRCASES to BS 8110:2005 Originated from RCC72.xls v3.0 on CD
LANDING 1 +1.750 m h = 150 mm Self wt Finishes
3.54 1.30 4.84
kN/m²
FLIGHT 3 Waist = Waist Steps Finishes
150 4.20 1.88 0.50 6.57
mm
kN/m²
kN/m²
n1 = 14.60/1.20 = n2 = 19.50/1.20 = na = 1.4x4.84+1.6x4.0 =
Waist Steps Finishes
150 4.20 1.88 0.50 6.57
a = 2.500 m L = 3.700 m
n3 =
15.60 kN/m²
mm
kN/m²
n3 = n2 = nb =
16.25 16.25 13.18
d = 124 mm
36.77 kN/m K = 0.0455
b = 0.600 m
19.50 d = 124 mm
kN/m²
OK
c = 0.600 m
19.50 K = 0.0444 OK
kN/m² kN/m² kN/m²
a = 2.500 m L = 3.700 m
n4 =
15.60 kN/m²
37.95 d = 124 mm
37.95 K = 0.0485
b = 0.600 m
19.50 d = 124 mm
OK
c = 0.600 m
19.50 K = 0.0444 OK
L = 2.800 m n3 = n4 = nc =
16.25 16.25 13.18
kN/m² kN/m² kN/m²
M = 37.95 x 1.400 - 12.91 - 14.14 = 26.08 kNm/m As = 616 mm²
34.23 kN/m
PROVIDE 9 H12 @ 130 B = 1018 mm² L/d = 29.839 < 30.921 allowed As increased by 67.0 % for deflection
LANDING 3 +5.250 m h = 150 mm
R68
L = 2.800 m
M = 19.50 x ( 1.850 - 0.625 ) = 23.89 kNm/m
3.54 1.30 4.84
12.17 kN/m² 16.25 kN/m² 13.18 kN/m²
PROVIDE 7 H12 @ 180 B = 792 mm² L/d = 22.581 < 24.984 allowed As increased by 12.4 % for deflection
As = 561 mm²
Self wt Finishes
-
PROVIDE 6 H12 @ 220 B = 679 mm² L/d = 22.581 < 23.995 allowed As increased by 9.7 % for deflection
M = 37.95 x 1.400 - 12.91 - 14.14 = 26.08 kNm/m As = 616 mm² FLIGHT 4 Waist =
chg
144 110 Job No
PROVIDE 9 H12 @ 130 B = 1018 mm² L/d = 29.839 < 30.921 allowed As increased by 67.0 % for deflection
LANDING 2 +3.500 m h = 150 mm 3.54 1.30 4.84
Revision
L = 2.800 m
M = 19.50 x ( 1.850 - 0.625 ) = 23.89 kNm/m As = 561 mm²
Self wt Finishes
Page
12-Apr-06
Checked
© 2006 TCC
M = 36.77 x 1.310 - 11.31 - 12.39 = 24.48 kNm/m As = 576 mm²
Date
RMW
37.95 d = 124 mm
37.95 K = 0.0485
PROVIDE 7 H12 @ 180 B = 792 mm² L/d = 22.581 < 24.984 allowed As increased by 12.4 % for deflection
OK
144
EC2 USERGUIDEv2.indd Sec1:144
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RCC72 Stairs & Landings - Multiple.xls RCC72 Stairs & Landings - Multiple/ STAIRCORE!
The Concrete Centre
Spreadsheets to BS 8110
Project Client
Advisory Group
Location
North Staircase
Made by
REINFORCED CONCRETE STAIRCASES to BS 8110:2005 Originated from RCC72.xls v3.0 on CD
FLIGHT 5 Waist = Waist Steps Finishes
150 4.20 1.88 0.50 6.57
mm
kN/m²
a = 2.500 m L = 3.700 m
n5 =
15.60 kN/m²
kN/m²
Waist Steps Finishes
150 4.20 1.88 0.50 6.57
kN/m²
n5 = n4 = nd =
16.25 16.25 13.18
LANDING 5 +8.750 m h = 150 mm Self wt Finishes
3.54 1.30 4.84
kN/m²
LANDING 6 +10.500 m h = 150 mm 3.54 1.30 4.84
19.50
d = 124 mm
K = 0.0444
kN/m²
a = 2.500 m L = 3.475 m
n6 =
37.95
37.95
d = 124 mm
K = 0.0485
15.60 kN/m²
18.24 d = 124 mm
c=
OK
0.375 m
20.77 K = 0.0401 OK
L = 2.800 m n5 = n6 = ne =
16.25 15.20 13.18
kN/m² kN/m² kN/m²
37.65 d = 124 mm
36.99 K = 0.0477
PROVIDE 6 H12 @ 220 B = 679 mm² L/d = 22.581 < 22.669 allowed As increased by 11.7 % for deflection
OK
L = 2.800 m
nf =
27.69 kN/m² 13.18
kN/m²
M = 43.66 x 1.119 - 8.25 - 15.10 = 25.52 kNm/m As = 596 mm²
b = 0.600 m
PROVIDE 7 H12 @ 180 B = 792 mm² L/d = 28.024 < 30.077 allowed As increased by 38.0 % for deflection
n6 = kN/m²
OK
kN/m²
M = 37.65 x 1.377 - 12.49 - 13.69 = 25.65 kNm/m As = 605 mm²
Self wt Finishes
19.50
kN/m²
M = 18.24 x ( 1.769 - 0.585 ) = 21.61 kNm/m As = 506 mm²
R68
c = 0.600 m
PROVIDE 7 H12 @ 180 B = 792 mm² L/d = 22.581 < 24.984 allowed As increased by 12.4 % for deflection mm
145 111 Job No
L = 2.800 m
M = 37.95 x 1.400 - 12.91 - 14.14 = 26.08 kNm/m As = 616 mm² FLIGHT 6 Waist =
-
PROVIDE 9 H12 @ 130 B = 1018 mm² L/d = 29.839 < 30.921 allowed As increased by 67.0 % for deflection
LANDING 4 +7.000 m h = 150 mm 3.54 1.30 4.84
Revision
chg
b = 0.600 m
Page
12-Apr-06
Checked
© 2006 TCC
M = 19.50 x ( 1.850 - 0.625 ) = 23.89 kNm/m As = 561 mm²
Self wt Finishes
Date
RMW
26.46 d = 125 mm
43.66 K = 0.0467
PROVIDE 6 H10 @ 130 B = 471 mm² L/d = 22.400 < 25.042 allowed As increased by 9.7 % for deflection
OK
145
EC2 USERGUIDEv2.indd Sec1:145
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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 user 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 user 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.
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 at L31:L35, for the optimum plan size of the base and eccentricities given the column offsets from one another.
SINGLE!
The user’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 account 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 when the distances between column centrelines exceed 15% of the relevant base dimension in each orthogonal direction.
Suggestions are made, under the Operating Instructions column at L12, for the optimum plan size of the base.
Comparison with FE analysis suggests this is reasonable so long as the base is thick and rigid.
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.
Det2!
Det1!
The notes for Det! above also apply.
This sheet shows workings and is not necessarily intended for printing out other than for checking purposes.
Legends!
Warnings are given if columns encroach within 100 mm of an edge.
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.
This sheet shows workings and is not necessarily intended for printing out other than for checking purposes.
This sheet shows dimensions, axes, corners and notation used.
Graf! This sheet comprises data for graphs for both SINGLE! and DOUBLE!
Notes! This sheet gives disclaimers and revision history.
Neither crack widths, factors of safety against sliding, nor water tables are catered for. Where resultant eccentricities are outside 146
EC2 USERGUIDEv2.indd Sec1:146
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RCC81 Foundation Pads.xls RCC81 Foundation Pads/ SINGLE!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group Level -1 Base B1
The Concrete Centre Made by
Single column base
PAD FOUNDATION DESIGN to BS 8110:2005 Originated from RCC81.xls
MATERIALS
fcu fy Densities - Concrete Bearing pressure
N/mm² N/mm² kN/m³
1.5 1.15
steel class
concrete steel
A
Key
STATUS VALID DESIGN
128.0
100%
Grnd Brg Pressure fsx
55%
(As/Asprov) fsy
52%
Bending
Shear
3
4
184.6 184.6
175.7 175.7
184.6 184.6
175.7 175.7
REINFORCEMENT Detail to 3.11.3.2 Mxx = 603.4 kNm b = 3000 mm d = 437.5 mm As = 3339 mm² PROVIDE 13 H25 @ 200 & 250 B1 As prov = 6381 mm²
kN at d from col face N/mm² kN at 2d from col face
% N/mm²
45% 98% 25%
50%
75%
100%
125%
Detail to 3.11.3.2
Myy = 592.9 kNm b = 3000 mm d = 412.5 mm As = 3480 mm² PROVIDE 13 H25 @ 200 & 275 B2 As prov = 6381 mm² Asy increased 70% for shear .
Vyy = 629.9 kN at d from col face v = 0.509 N/mm² or Vyy = 311.2 kN at 2d from col face v = 0.251 N/mm² vc = 0.563 N/mm²
. mm
v yy
Efficiency
.
N/mm²
44%
0%
Asx increased 80% for shear
N/mm²
v xx
punching
characteristic
2
PUNCHING SHEAR d ave = 425 As prov = 0.501 v = 0.541
γs
R68
WIND
1
625.8 0.477 286.9 0.219 0.544
γc
mm
Plot (to scale)
characteristic
IMPOSED
BEARING PRESSURES kN/m²
BEAM SHEAR Vxx = v= or Vxx = v= vc =
-
mm kN/m³
147 113 Job No
kN/m² (net allowable increase)
Overturning FOS = Large Uplift FOS = infinite
no wind with wind
Revision
ey = 0
Axial (kN) 1480.0 Mx (kNm) -20.0 My (kNm) Hx (kN) Hy (kN)
CORNER
20 50 21
Checked
chg
© 2006 TCC
h agg cover Soil
Page
12-Apr-06
COLUMN h = 500 b = 500
COLUMN REACTIONS kN, kNm DEAD
v3.2 on CD
35 500 24 185
DIMENSIONS mm BASE L = 3000 B = 3000 depth H = 500 ex = 0
Date
RMW
.
u crit = v max = vc =
7100 mm 2.782 N/mm² at col face 0.553 N/mm²
147
EC2 USERGUIDEv2.indd Sec1:147
17/07/2006 17:08:41
RCC81 Foundation Pads/ DOUBLE!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Base B3/B4
The Concrete Centre Made by
Combined base
PAD FOUNDATION DESIGN to BS 8110:2005 Originated from RCC81.xls v3.2 on CD
MATERIALS
fcu fy Densities - Concrete Bearing pressure
35 500 24 185
COLUMN REACTIONS kN, kNm Column 1 (rhs)
DEAD
Axial 1369.5 Mx My Hx Hy
Date
RMW Checked
h agg cover Soil
N/mm² kN/m³
kN/m² (net allowable)
Revision
chg
© 2006 TCC
N/mm²
Page
12-Apr-06
20 50 21
-
mm
γc
mm
γs
148 114 Job No
R68
1.5 1.15
concrete steel
kN/m³
STATUS VALID DESIGN
characteristic
IMPOSED
Column 2 (lhs)
WIND
1369.5
Axial Mx My Hx Hy
DEAD
IMPOSED
1369.5
1369.5
WIND
DIMENSIONS mm BASE
L= B= depth H = Σex = Σey =
COLUMN 1 (rhs)
6000 5000 800 3000 0
COLUMN 2 (lhs)
h1 = 450 b1 = 450
h2 = 450 b2 = 450
ex1 = 1500 ey1 = 0
ex2 = 1500 ey2 = 0
Overturning FOS = Large
Uplift FOS = infinite PLOT (to scale)
BEARING PRESSURES kN/m² CORNER
no wind with wind
characteristic
1
2
3
4
185.0 185.0
185.0 185.0
185.0 185.0
185.0 185.0
REINFORCEMENT Btm Mxx - 1113.1 b = 5000 d= 740 As = 3642
Bending
mm mm mm²
83%
v xx
31%
v yy
75%
punching
91% 0%
50%
100%
150%
Efficiency'
& 30 H25 @ 225 B2 As prov = 14726
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Myy + 0.0 d= 720 As = 0 & 20 H20 @ 325 T2 As prov = 6283 .
200 0 -200 -400 -600 -800 -1000 -1200
Moment
Vyy = 2559.6 v = 0.595 or Vyy = 1380.5 v = 0.321 vc = 0.427
Zero axis
0.0 0.5 1.0
16545 mm
1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5
0 -1000 -2000 -3000 -4000
.
u crit =
Columns
Mx Diagram (1.4Gk + 1.6Qk)
.
. BEAM SHEAR Vxx = 732.7 kN at d v = 0.198 N/mm² kN at 2d or Vxx = 0.0 v = 0.000 N/mm² vc = 0.318 N/mm²
mm
98%
(As/Asprov) fsy
Myy - 4252.8 b = 6000 d = 717.5 As = 14350
kNm
100%
fsx
Shear
PROVIDE 17 H20 @ 275 & 325 B1 As prov = 5341 mm² Detail to clause 3.11.3.2 Top Mxx + kNm 0.0 d= 740 mm As = 0 mm² PROVIDE 17 H20 @ 275 & 325 T1 As prov = 5341 mm² .
PUNCHING SHEAR d ave = 729
Grnd Brg Pressure
.
-5000
148
EC2 USERGUIDEv2.indd Sec1:148
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RCC82 Pilecap Design.xls
RCC82 Pilecap Design.xls This spreadsheet designs pilecaps with between two and six piles, and then prepares a sketch drawing of each type of cap together with a bar schedule. Bending theory is employed throughout to design the caps. Depending upon the pilecap’s dimensions, the alternative truss method of design may be possible, but is not covered by this spreadsheet. There are seven main sheets: DOUBLE!, 3CAP!, 4CAP!, 5CAP!, 6CAP!, SCHEDULE! and DRAWING! Each of the first five sheets contains two pages that may be printed out. The first (or upper) page contains input data and a summary of results, while the second (or lower) page shows more detailed calculations. The selection of size and number of top and bottom bars is automated. The number of bars determined by either: ■ Area of steel required/ area of maximum sized bar (40mm
diameter) ■ Spacing rules or ■ Number of legs of links required in shear.
The size of link to be used has also been automated. The designer and detailer may wish to rationalise the output given on the DRAWING! sheet. But doing so will obviously affect the bar data on SCHEDULE!
Page numbers for printing do not follow on from previous sheets, so must be entered by the user. This allows for intermediate calculation pages (perhaps for loading) to be inserted.
SCHEDULE! This sheet is a bar schedule complying with BS 8666, for the pilecap drawing on the DRAWING! sheet. Beneath the operating instructions, the number of each type of cap must be entered. These numbers are then used on the schedule and the drawing.
DRAWING! This sheet draws approximately to scale plans and elevations with reinforcement and bar marks for each of the cap types. It is intended for printout to an A3 sheet. If the user wishes to add additional notes, these may be added in cell U27.
Graf! This sheet provides data for the charts in all sheets. It is not intended for formal printing.
DOUBLE!
Notes!
The DOUBLE! sheet is where all material properties are entered, together with covers, pile diameter and pile tolerance. All subsequent sheets use these same properties. Pile tolerance is the amount by which a pile may deviate from its intended position. This value is used in calculation to increase bending moments to allow for this possible deviation. Pile reactions are not similarly increased.
This sheet gives disclaimers and revision history.
Dimensional data for a double pile cap and the supported column are then entered, followed by characteristic column axial loads, moments and horizontal shears for dead load, imposed load and wind load. The results of calculations for all BS 8110 loading combinations are then displayed below (on page X), together with the required arrangement of reinforcement. More detailed calculations may be found by scrolling down to page X.
3CAP!, 4CAP!, 5CAP! and 6CAP! These sheets are identical in function to DOUBLE!, but deal with caps having 3, 4, 5 and 6 piles respectively. However, material properties, pile diameter and tolerance are picked up from DOUBLE! 149
EC2 USERGUIDEv2.indd Sec1:149
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RCC82 Pilecap Design/ DOUBLE!
Project
Spreadsheets to BS 8110
Client
BigBucks PLC Pilecap G14
Location
The Concrete Centre Made by
Double Pilecap
PILECAP DESIGN to BS 8110:2005 Originated from RCC82.xls
MATERIALS
fcu fy Pile capacity DIMENSIONS mm
35 500 200
N/mm² kN
h agg T&S cover Btm cover Conc density
COLUMN
20 50 75 23.6
Revision
-
© 2006 TCC
Page
12-Apr-06
Checked
v 3.1 on CD
N/mm²
Date
Rod
-
mm
γc
mm
γs
mm
steel class
101 150 Job No
1.5 1.15
P2000 concrete steel
A
kN/m³
PILECAP
→ = 350 ↑ = 350 Pile Ø = 375 Tolerance = 150
A= B= C= E= depth H =
400 1500 400 750 400
COLUMN ACTIONS kN, kNm characteristic
Axial (kN) M (kNm) H (kN)
DEAD
IMPOSED
WIND
218 23.2 0
104.2 10.4 0
27.5 2.7 0
PLOT (to scale)
KEY
STATUS VALID DESIGN PILE REACTIONS kN
REINFORCEMENT BOTTOM M = 196.9 kNm
d = 309.0 mm,
As = 1,611 mm² 9 H16 B = 1,810 mm²
Gk + Qk Gk + Qk +Wk
PILE 1
PILE 2
147.4 159.3
192.2 207.7
TOP M = 0.0 kNm
d = 337.0 mm,
As min = 416 mm²
6 H10 T = 471 mm²
6 H10 02 T
LINKS
V = 279.7 kN, v = 1.131 N/mm² vc = 0.68 N/mm² (v - vc)b = 361.4 N/mm 4 Legs H8 @ 225 LINKS = 388.5 N/mm
9 H16 01 B Links 10 H8 03.225 + 2x10 H8 04.225 ELEVATION
150
EC2 USERGUIDEv2.indd Sec1:150
17/07/2006 17:08:49
RCC82 Pilecap Design.xls RCC82 Pilecap Design/ DESIGN!
The Concrete Centre
Project
Spreadsheets to BS 8110
Client
BigBucks PLC Pilecap G14 - Detailed Calculations
Location
Made by
Double Pilecap
PILECAP DESIGN to BS 8110:2005
Checked
Originated from RCC82.xls v 3.1 on CD
Cap load (kN) = 17.4 or (kN/m) = 7.55
OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED 23.2 10.4
WIND 2.7
BENDING MOMENTS - kNm 1.4Gk + 1.6Qk M of col 149.5 M of col 196.9 BOTTOM STEEL Bottom M = d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S = SHEAR PILE 1
196.9 309.0 0.0737 281.2 1611 1611 9 1810 297 158.4 25.0 67.5
PILE REACTIONS kN PILE 1 Gk + Qk 147.4 Gk + Qk +Wk 159.3 1.4Gk + 1.6Qk 215.4 Gk + 1.4Wk 118.9 1.2(Gk+Qk+Wk) 191.2
Gk + 1.4Wk 81.5 107.5
1.2(Gk+Qk+Wk) 132.9 175.0
TOP STEEL Top M = d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S =
Ø16
9 H16 B
0.0 337.0 0.0000 320.2 0 416 6 471 0 252.8 25.0 124.8
Ø10
PILE 2 192.2 207.7 280.9 154.9 249.3
Page
12-Apr-06 Revision
-
© 2006 TCC
Piles @ (m) 1.500
Date
Rod
151 102 Job No
-
P2000
. . .
arm (m) 0.725 arm (m) 0.725 (including tolerance) K' = 0.1558 min As = 0.13%
6 H10 T
Crit section is 112.5 from pile centres 0.732 % 1.4Gk + 1.6Qk Gk + 1.4Wk 1.2(Gk+Qk+Wk) V 214.2 118.1 190.2 Av = 637.5 v = 0.8664 vc = 0.6797
PILE 2 V Av = 637.5 Max (v - vc)b = 361.4 No of legs = 4
279.7
154.1 v = 1.1314 Ø8 links Link spacing = 225
248.3 vc = 0.6797
4 Legs H8 @ 225 LINKS
151
EC2 USERGUIDEv2.indd Sec1:151
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RCC82 Pilecap Design/ 3CAP!
Project
Spreadsheets to BS 8110
Client
BigBucks PLC Pilecap F13
Location
The Concrete Centre Made by
Rod
Triple Pilecap
PILECAP DESIGN to BS 8110:2005 Originated from RCC82.xls v 3.1 on CD
DIMENSIONS mm COLUMN
→ = 300 ↑ = 300 Pile Ø = 375 Min spacing = 1300 Tolerance = 150
Checked
Page
12-Apr-06 Revision
-
© 2006 TCC
152 14 Job No
-
P2000
PILECAP
A= B= C= E= depth H =
350 1300 1126 375.33 400
PLOT (to scale)
COLUMN ACTIONS kN, kNm characteristic
Axial (kN) Mx (kNm) My (kNm) Hx (kN) Hy (kN)
Date
DEAD
IMPOSED
WIND
355.5 10.0 20.0
118.2 5.0 10.0
10.0 2.0 5.0
KEY
STATUS VALID DESIGN PILE REACTIONS kN characteristic
Gk + Qk Gk + Qk +Wk
PILE 1
PILE 2
PILE 3
140.4 139.3
168.9 172.9
191.9 199.0
REINFORCEMENT
EW (2-3)
M = 222.6 kNm, b = 1,050 mm d = 307.0 mm, As = 1,808 mm² 6 H20 B = 1,885 mm² V = 278.3 kN, bv = 1,050 mm v = 0.863 N/mm², (v-vc)b = 420 N/mm 4 Legs H8 @ 200 LINKS = 437 N/mm
NS (1-2/3)
M = 196.2 kNm, b = 1,798 mm d = 284.5 mm, As = 1,669 mm² 4 H25 B = 1,963 mm² V = 202.7 kN, bv = 1,234 mm v = 0.577 N/mm², (v-vc)b = 494 N/mm 4 Legs H8 @ 175 LINKS = 500 N/mm
4 H12 06 T1
6 H20 05 B1 Links 8 H8 07 200 + 2x8 H8 08 200
↑ ELEVATION
4 H12 10 T2
4 H25 09 B2 Links 7 H8 11 175 + 2x7 H8 12 175
← ELEVATION
152
EC2 USERGUIDEv2.indd Sec1:152
17/07/2006 17:08:56
RCC82 Pilecap Design.xls RCC82 Pilecap Design/ 3CAP!
Project
Spreadsheets to BS 8110
Client
BigBucks PLC Pilecap F13
Location
The Concrete Centre Made by
Triple Pilecap
PILECAP DESIGN to BS 8110:2005 Originated from RCC82.xls v 3.1 on CD
Cap load =
27.6
Checked
Group centre @
751
Page
12-Apr-06 Revision
-
© 2006 TCC
kN
Date
Rod
153 15 Job No
-
P2000
m from pile 1
PILE REACTIONS kN Gk + Qk Gk + Qk +Wk 1.4Gk + 1.6Qk Gk + 1.4Wk 1.2(Gk+Qk+Wk)
PILE 1 140.4 139.3 202.7 108.4 167.2
PILE 2 168.9 172.9 244.4 134.5 207.5
BENDING MOMENTS - kNm 1.4Gk + 1.6Qk My v of col 152.2 My ^ of col 196.2 222.6 Mx
PILE 3 191.9 199.0 278.3 154.2 238.8
222.6 1050 307.0 0.0643 283.2 1808 1808 6 1885 320 251.4 25.0 92.8
N-S STEEL M= b= d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S =
Ø20
6 H20 B
SHEAR
Crit section is Ø8 links V = 278.3 b= av = 537.5 v= (v - vc)b = 420.0 No of legs = PILE 1 Ø8 links b= V = 202.7 av = 638.2 v= (v - vc)b = 493.6 No of legs =
.
Gk + 1.4Wk 81.4 108.4 123.4
E-W STEEL M= b= d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S =
OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED WIND Mx 10.0 5.0 2.0 My 20.0 10.0 5.0
. .
112.5
1.2(Gk+Qk+Wk) 125.5 167.5 191.1
196.2 1798 284.5 0.0385 270.3 1669 1669 4 1963 283 275.0 25.0 161.3
Ø25
(including tolerance)
K' = 0.1558 min As = 0.13%
4 H25 B
from pile centres
PILES 2 & 3
PUNCHING
Column Face V = 686.8 v = 1.935 v max = 4.733 ok
1050 0.8632 4
As% = 0.585 vc = 0.7216 Spacing = 200
.
1234 0.5775 4
As% = 0.559 vc = 0.6224 Spacing = 175
.
4 Legs H8 @ 200 LINKS
4 Legs H8 @ 175 LINKS
At Fig 3.23 critical section µ = 4163 d ave = 295.75 v = 0.558 av = 494.0 ok vc 2d/av = 0.717
153
EC2 USERGUIDEv2.indd Sec1:153
17/07/2006 17:08:59
RCC82 Pilecap Design/ 4CAP!
Project
Spreadsheets to BS 8110
Client
BigBucks PLC Pilecap E12
Location
The Concrete Centre Made by
Rod
4 Pile Cap
PILECAP DESIGN to BS 8110:2005
Checked
Originated from RCC82.xls v 3.1 on CD
DIMENSIONS mm
Revision
-
© 2006 TCC
Page
12-Apr-06
154 28 Job No
-
P2000
PILECAP
COLUMN
→ = 300 ↑ = 400 Pile Ø = 375 Tolerance = 150
A= B= C= D= E= depth H =
350 1300 1300 650 650 450 PLOT (to scale)
COLUMN ACTIONS kN, kNm characteristic
Axial (kN) Mx (kNm) My (kNm) Hx (kN) Hy (kN)
Date
DEAD
IMPOSED
WIND
475.0 10.0 20.0 1.0 2.0
157.0 5.0 10.0 0.5 1.0
13.6 2.0 5.0 0.2 0.5
KEY
STATUS VALID DESIGN PILE REACTIONS kN
Gk + Qk Gk + Qk +Wk
PILE 1
PILE 2
PILE 3
PILE 4
150.5 151.1
162.6 164.8
174.6 179.3
186.7 192.9
REINFORCEMENT EW(1/3-2/4) M = 328.6 kNm,
b = 2,000 mm As = 2,168 mm² 11 H16 B1 = 2,212 mm²
d = 367.0 mm,
11 H10 14 T1
V = 505.5 kN, bv = 2,000 mm v = 0.689 N/mm², (v-vc)b = 800 N/mm 11 Legs H8 @ 300 LINKS = 801 N/mm
11 H16 13 B1 11 Link Legs ↑ ELEVATION
NS(1/2-3/4) M = 313.9 kNm,
b = 2,000 mm As = 2,165 mm² 11 H16 B2 = 2,212 mm²
d = 351.0 mm,
V = 523.2 kN, bv = 2,000 mm v = 0.745 N/mm², (v-vc)b = 800 N/mm 11 Legs H8 @ 300 LINKS = 801 N/mm
11 H10 16 T2
11 H16 15 B2 Links 11x7 H8 17 300 ← ELEVATION
Note: 5CAP! AND 6CAP! similar
154
EC2 USERGUIDEv2.indd Sec1:154
17/07/2006 17:09:04
RCC82 Pilecap Design.xls RCC82 Pilecap Design/ 4CAP!
Project
Spreadsheets to BS 8110
Client
BigBucks PLC Pilecap E12
Location
The Concrete Centre Made by
4 Pile Cap
PILECAP DESIGN to BS 8110:2005 Originated from RCC82.xls v 3.1 on CD
Cap load =
42.5
PILE REACTIONS kN PILE 2 162.6 164.8 235.1
PILE 3 174.6 179.3 252.8
PILE 4 186.7 192.9 270.4
Gk + 1.4Wk 1.2(Gk+Qk+Wk)
118.1 181.3
128.4 197.7
139.8 215.1
150.1 231.5
BENDING MOMENTS - kNm 1.4Gk + 1.6Qk My v of col 271.5 My ^ of col 313.9 My < of col 305.6 My > of col 328.6 E-W STEEL M= b= d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S =
BOTTOM Ø16 328.6 2000 367.0 0.0349 348.7 2168 2168 11 2212 327 284.0 25.0 170.8
Gk + 1.4Wk 147.9 174.0 167.7 181.1 N-S STEEL
TOP Ø10 0.0 2000 395.0 0.0000 375.3 0 0 11 864
M= b= d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S =
11 H10 T1
11 H16 B1 BEAM SHEAR EW (NS plane)
V = 505.5 av = 537.5
Revision
155 29 Job No
-
P2000
OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED WIND Mx 10.5 5.2 2.1 My 20.9 10.5 5.2
kN
PILE 1 150.5 151.1 217.4
Checked
Page
12-Apr-06
-
© 2006 TCC
Gk + Qk Gk + Qk +Wk 1.4Gk + 1.6Qk
Date
Rod
. . .
1.2(Gk+Qk+Wk) 227.5 268.0 257.7 279.0 BOTTOM Ø16 313.9 2000 351.0 0.0364 333.5 2165 2165 11 2212 326 284.0 25.0 170.8
(including tolerance)
TOP Ø10 0.0 2000 385.0 0.0000 365.8 0 0 11 864
K' = 0.1558 min As = 0.13%
11 H10 T2
11 H16 B2 Critical section is 112.5 mm from pile centres Ø8 links v = 0.6887 As% = 0.301 vc 2d/av = 0.6614 (v - vc)b = 800.0 No of legs = 11 Spacing = 300
.
11 Legs H8 @ 300 LINKS
NS (EW plane)
V = 523.2 av = 537.5
PUNCHING
v = 0.7453 vc 2d/av = 0.6420 No of legs = 11
Column Face V = 916.2 v = 1.823 v max = 4.733 ok
As% = 0.315 (v - vc)b = 800.0 Spacing = 300
.
11 Legs H8 @ 300 LINKS
At Fig 3.23 critical section µ = 4300 d ave = 359 v = 0.594 av = 537.5 vc 2d/av = 0.655 ok
Note: 5CAP! AND 6CAP! similar
155
EC2 USERGUIDEv2.indd Sec1:155
17/07/2006 17:09:08
RCC82 Pilecap Design.xls RCC82 Pilecap Design/ SCHEDULE!
The Concrete Centre
Bar schedule ref :
Site ref :
Spreadsheets to BS 8110
Job no :
P2000
Member
Bar mark
Double Pilecaps
01
3-Pile Caps
4-Pile Caps
5-Pile Caps
6-Pile Caps
H 16
4
01
Rev:
-
Checked by :
-
Date prepared : 12-Apr-06 Prepared by :
Type and No. size of mbrs
202
No. of bars in each
9
Length of Total No. each bar † mm
36
Shape code
2675
21 00
A*
Rod B*
C*
D*
E/R *
mm
mm
mm
mm
mm
270
2175
02
H 10
4
6
24
2175
03
H8
4
10
40
2075
51
270
695
115
04
H8
4
20
80
500
31
115
50
270
05
H 20
3
6
18
2300
21
255
1890
06
H 12
3
4
12
1875
00
07
H8
3
8
24
1975
51
270
650
115
08
H8
3
16
48
500
31
115
50
270
270
1715
115
115
09
H 25
3
4
12
2125
21
10
H 12
3
4
12
1700
00
11
H8
3
7
21
1800
51
235
600
115
12
H8
3
14
42
475
31
115
50
235
115
13
H 16
5
11
55
2100
21
130
1890
14
H 10
5
11
55
1875
00 130
1890 290
115
440
115
490
120
15
H 16
5
11
55
2100
21
16
H 10
5
11
55
1875
00
17
H8
5
77
385
525
31
115
50
18
H 16
2
12
24
2625
21
130
2410
19
H 12
2
12
24
2400
00
21
H 16
2
12
24
2650
21
150
2410
22
H 10
2
12
24
2400
00
20
H8
2
120
240
675
31
115
50
23
H 16
1
14
14
2100
21
130
1890
00 145
3175
120
60
24
H 12
1
14
14
1875
26
H 16
1
12
12
3425
21
27
H 10
1
12
12
3175
00
28
H 10
1
84
84
750
31
This schedule complies with BS 8666.
1,641 kg on this schedule
* Specified in multiples of 5mm.
† Specified in multiples of 25mm.
PILECAP DESIGN to BS 8110:2005 © 2003-2005 Reinforced Concrete Council
156
EC2 USERGUIDEv2.indd Sec1:156
17/07/2006 17:09:13
12 H16 18 B2
12 H10 22 T1
12 Link Legs ↑ ELEVATION
12 H16 21 B1
Links 12x10 H8 20 250 ← ELEVATION
12 H12 19 T2
PLAN (Pilecap D11)
↑ ELEVATION
Links 10 H8 03.225 + 2x10 H8 04.225 ← ELEVATION
9 H16 01 B
4 H25 09 B2
14 H12 24 T2
12 H10 27 T1
12 H16 26 B1
14 H16 23 B2
Links 14x6 H10 25 350 ← ELEVATION
14 Link Legs ↑ ELEVATION
PLAN (Pilecap C10)
Links 7 H8 11 175 + 2x7 H8 12 175 ↑ ELEVATION
4 H12 10 T2
Links 8 H8 07 200 + 2x8 H8 08 200 ← ELEVATION
6 H20 05 B1
11 Link Legs ← ELEVATION
11 H16 13 B1
11 H16 15 B2
PLAN (Pilecap E12)
Links 11x7 H8 17 300 ↑ ELEVATION
11 H10 16 T2
11 H10 14 T1
The Concrete Centre
PLAN (Pilecap F13) 4 H12 06 T1
This drawing is diagramatic. Connecting slabs & beams not shown.
Spreadsheets to BS 8110
PLAN (Pilecap G14)
6 H10 02 T
2 Pile Cap - 4 No 5 Pile Cap - 2 No
Refer to GA drawings for orientation and dimensions.
Project Job No Date Made by
Client Dwg No Revision Checked
P2000 12-Apr-06 Rod
BigBucks PLC 202 -
EC2 USERGUIDEv2.indd Sec1:157 3 Pile Cap - 3 No 6 Pile Cap - 1 No
NOTES Concrete grade C35. Cover 75 mm bottom. Cover 50 mm top & sides.
RCC82 Pilecap Design.xls
RCC82 Pilecap Design/ DRAWING!
157
17/07/2006 17:09:19
4 Pile Cap - 5 No
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.
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.
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 m2 , 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, users are directed towards RCC31. xls where continuous beam analysis overcomes many of these caveats.
The factors used are based on continuous end supports. 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 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.
As most contractors prefer prefabricated reinforcement mats might be considered. To the right of the sheet are calculations. An approximate reinforcement density is given.
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 support condition determines the factors applied for bending. Simple charts show the spans, loads and indicative bending
Table 3 Bending moment and shear force coefficients
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.
Coefficient
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,
End supports
End spans
First int supports
Interior spans
Interior supports
1 Span 2 Span 3 Span etc
0.00 0.00 0.00
0.125 0.086 0.075
~ 0.100 0.086
~ ~ 0.063
~ ~ (0.063)
1 Span 2 Span 3 Span etc
0.040 0.040 0.040
0.105 0.066 0.075
~ 0.100 0.086
~ ~ 0.063
~ ~ (0.063)
1 Span 2 Span 3 Span etc
0.50 0.46 0.46
Bending Simple support
Shear ~ 0.60 0.60
~ ~ 0.50
158
EC2 USERGUIDEv2.indd Sec1:158
17/07/2006 17:09:23
RCC91 One-way Solid Slabs (Tables).xls rationalisation, the effects of holes etc, etc. It excludes supporting 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.
Notes! This sheet gives disclaimers and revision history.
159
EC2 USERGUIDEv2.indd Sec1:159
17/07/2006 17:09:26
RCC91 One-way Solid Slabs (Tables)/ MAIN!
Project
Spreadsheets to BS 8110 & EC2
Client Location
Advisory Group 8rd Floor slab 1-WAY SOLID CONCRETE SLAB DESIGN to BS 8110:2005 Table 3.12 Originated from RCC91.xls
LOCATION
v3.0 on CD
Supports from grid End support condition is
DIMENSIONS Nº of spans Max Span Thickness, h cover
Nº m mm mm
A C
The Concrete Centre Date
rmw Checked
Page
160 116
12-Apr-2006 Revision
chg
© 2006 TCC
Job No
-
R68
STATUS
to grid F (C C)ontinuous or (S S)imple
VALID DESIGN
MATERIALS fy N/mm² 500 fcu N/mm² 35 Density kN/m³ 23.6 (Normal weight concrete)
3 7.200 200 20
Made by
γs = 1.15 γc = 1.50
steel class
A
100 50
LOADING Self Weight Additional Dead Total Dead, gk Imposed Load, qk Design load, n =
0
kN/m² kN/m² kN/m² kN/m² kN/m²
4.72 1.00 5.72 2.50 12.01
MAIN STEEL
-50 -100
A
F
END
kNm/m mm
mm²/m mm mm c/c mm²/m %
F Indicative Bending Moment Diagram
END
FIRST INT
INTERIOR
INTERNAL
BS 8110
SPANS
SUPPORTS
SPANS
SUPPORTS
Reference
0.040 24.9 175 0.023 166.3 344 H 10 225 349 0.199 535 (a)
0.075 46.7 172 0.045 162.9 659 H 16 150 1340 0.779 532 (a)
0.086 53.5 174 0.051 163.6 753 H 12 150 754 0.433 534 (a)
0.063 39.2 172 0.038 163.4 552 H 16 200 1005 0.584 532 (a)
0.000 0.0
Table 3.12
329
164 0 1.000 1.603 41.7 41.8
333
183 0 1.000 1.651 43 41.8
SUPPORTS
Factor M d K z As Rebar Ø @ As prov = Max S subclause
A
Geometry and Loading
(A & F)
M/bd²fcu Clause 3.4.4.4
12
Clause 3.12.11.2.7
DEFLECTION fs N/mm² Top steel provided % bd Comp Mod factor Tens Mod factor Perm L/d Actual L/d DISTRIBUTION STEEL
As =
SHEAR
0.13% Provide H
As auto-increased by 100 % = 10
260 at 300
END SUPPORT
FIRST INT SUPT
39.8 0.390 0.231 0.638
51.9 0.433 0.298 0.659
V kN/m As prov % v N/mm² vc N/mm²
Eqn 8 Table 3.11 Eqn 7
As auto-increased by 70 %
mm²/m
Table 3.9
Table 3.25
= 262 mm²/m INTERNAL SUPTS Table 3.12
equation 3 Table 3.8
OUTPUT/SUMMARY
PROVIDE CHECKS
END SUPPORTS H10 @ 225 T1
END SPANS H16 @ 150 B1
FIRST INT SUPPORTS H12 @ 150 T1
INTERIOR SPANS H16 @ 200 B1
INTERNAL SUPPORTS
BAR Ø < COVER
SINGLY REINFORCED
BAR SPACING
DEFLECTION
NO SHEAR LINKS
OK
OK
OK
OK
OK
DISTRIBUTION H10 @ 300
GLOBAL STATUS VALID DESIGN
160
EC2 USERGUIDEv2.indd Sec1:160
17/07/2006 17:09:27
RCC92 Ribbed Slabs (Tables).xls
RCC92 Ribbed Slabs (Tables).xls This spreadsheet designs simple single-, two-span and multiplespan 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.
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.
The use of factors from Table 3.12 is governed by Clause 3.7.2.7 as follows
■ Designed links are taken to be those provided where (vc + 0.4)
< v < 0.8 fcu 0.5; ■ Minimal links are taken to be those that are required to
■ A single load case is assumed
provide shear resistance for vc < v < (vc+ 0.4)
■ Conditions of 3.5.2.3 are met
■ Nominal links are those used if required for temporary
● bays > 30 m2 ,
support only in areas where v < vc
● k >/ 1.25gk, ● k >/ 5.0 kN/m2 and 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 supports. Where the relevant conditions are not met, users 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
Table 4 Bending moment and shear force coefficients used in RCC 92
Coefficient
Under Bending, the Width of solid from CL in line 28 refers to the distance between centre line of support and the rib/ solid intersection. It determines where shear and, at internal supports, hogging moment in ribs are checked. The user inputs preferred diameters of reinforcement in the rib. At supports, 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, As, may be automatically increased to reduce service stress, fs, and to increase modification factors to satisfy deflection criteria. An approximate reinforcement density is given. It excludes mesh, supporting 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. The factors used are based on continuous end supports. The twospan 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).
End supports
End spans
First int supports
Interior spans
Interior supports
0.105 0.066 0.075
~ 0.100 0.086
~ ~ 0.063
~ ~ (0.063)
Bending
1 Span 2 Span 3 Span etc
0.040 0.040 0.040
Shear
1 Span 2 Span 3 Span etc
0.50 0.46 0.46
~ 0.60 0.60
~ ~ 0.50
161
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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 supports 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 vc and reducing shear requirements. In terms 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 and 40% of As req’d is assumed at end supports. 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!
Notes! This sheet gives disclaimers and revision history.
162
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RCC92 Ribbed Slabs (Tables).xls RCC92 Ribbed Slabs (Tables)/ MAIN!
Project
Spreadsheets to BS 8110
Client Location
Advisory Group 2nd Floor slab RIBBED SLAB DESIGN to BS 8110:2005 using table 3.12 coefficients Originated from RCC92.xls
LOCATION
The Concrete Centre
v3.0 on CD
rts from grid Support
A
Made by
Date
rmw Checked
to grid
Revision
chg
© 2006 TCC
Page
163 119
12-Apr-2006
Job No
prelim
R68
STATUS
F
VALID DESIGN DIMENSIONS Nº of spans Nº Max Span m depth o/a, h mm topping depth, hf mm Top steel in spans ? Min No of bars per rib Use Links? Y
5 rib width 7.200 rib centres 300 Side slope 100 Y Top cover (to links) 2 B/S cover (to links) (Y Y)es, (N N )o or (M)inimal
mm mm 1 in mm mm
MATERIALS fcu N/mm² fy N/mm² fyv N/mm² h agg mm
150 750 10
35 500 500 20
steel class A γc = 1.50 γs = 1.15 Density kN/m³ 24.0 (Normal weight concrete)
35 25
LOADING Self Wt + Dead Total Dead, gk Imposed qk Design load, n =
kN/m² kN/m² kN/m² kN/m² kN/m²
BENDING
4.00 1.50 5.50 5.00 15.70
A
END SUPPORTS (A & F)
Width solid from CL M kNm/m d mm As mm² As' mm²
150 32.6 254 233 0
F
A
F
Geometry and Loading
Indicative Bending Moment Diagram
END SPANS
FIRST INT SUPPORTS
INTERIOR SPANS
INTERNAL SUPPORTS
--61.1 259 428 0
500 70.0 249 511 0
--51.3 259 360 0
500 51.3 249 374 0
BS8110 Reference
Table 3.12
Fig 3.3 Fig 3.3
DEFLECTION
L/d Max
37.869
Actual L/d
27.799
44.162 OK
27.799
As auto increased by 28.1%
3.4.6.3
OK
3.4.5.1
As auto increased by 23.4%
TENSION REINFORCEMENT
Ø No As prov =
mm mm² %
10 3 Top+3H10 471 0.247
20 2 Btm 628 1.427
20 2 Top+2H10 785 0.421
20 2 Btm 628 1.427
20 2 Top+2H10 785 0.421
20 2 Btm 628 1.455
8 2 Top 101 0.228
12 2 Btm 226 0.534
8 2 Top 101 0.228
10 2 Btm 157 0.371
OUTER SUPT
FIRST INT SUPT
INT SUPT
37.2 0.863 0.897 6 175
45.0 1.063 0.908 6 175
36.5 0.863 0.908 6 175
18.23 16.56 52.01
43.59 39.60 124.38
39.63 36.00 113.08
END
END SPANS 2H8 T
FIRST INT SUPPORTS 2H20 /rib + 2H10 T Nominal B 2H6 @ 175
COMPRESSION ZONE REINFORCEMENT
Ø No As' prov =
mm² %
RIB SHEAR V v vc Link Ø @ REACTIONS Dead Imposed Ultimate
kN/rib N/mm² N/mm² mm kN/m kN/m kN/m
mm
Table 3.12 Eqn 3
NOMINAL
Table 3.8
6 175 solid weight included Table 3.12
OUTPUT/SUMMARY PROVIDE SUPPORTS MAIN STEEL 3H10 /rib + 3H10 T Nominal B LINKS 2H6 @ 175
2H20 B 2H6 @ 175
2H20 B 2H6 @ 175
for 875
from edge of solid CHECKS
INTERIOR SPANS 2H8 T
BAR Ø & COVER
SINGLE LAYERS
BAR SPACING
INTERNAL SUPPORTS 2H20 /rib + 2H10 T Nominal B 2H6 @ 175 for 175
DEFLECTION
SHEAR LINKS
GLOBAL STATUS
163
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RCC92 Ribbed Slabs (Tables)/ DETAILS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
2nd Floor slab
The Concrete Centre Made by
from grids A to F
RIBBED SLAB DESIGN to BS 8110:2005 using table 3.12 coefficients Originated from RCC92.xls v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
12-Apr-2006
164 120 Job No
prelim
R68
DETAILED CALCULATIONS ave bw rib area
170.0 0.1090
mm m²
Gk = 39.63 MAIN STEEL Factor M/m M/rib d bf K' Web MOR Flange MOR K z x d' net fsc Excess M As' req max fst fst deflection As req bw/b Min % Min As
kNm/m kNm mm mm kNm kNm mm mm mm N/mm² kNm mm² N/mm² N/mm² mm²
mm²
self wt E/O solid Total SW Qk = 36.00
3.49 0.52 kN/m² 4.00 kN/m² kN/m²
F = 113.08
N = 15.705
kN/m width
END SUPPORTS
END SPANS
FIRST INT SUPPORTS
INTERIOR SPANS
INTERNAL SUPPORTS
BS 8110 Reference
0.04 32.6 24.42 254 750 0.1320 50.7 223.5 0.0144 241.3 28.2 41.0 0.0 0.0 0 434.8 --233 --0.13% 293
0.075 61.1 45.80 259 750 0.1558 62.2 245.1 0.0260 246.1 28.8 45.0 0.0 0.0 0 434.8 308.8 428 0.2267 0.18% 92
0.086 70.0 52.51 249 750 0.1320 48.7 214.8 0.0323 236.6 27.7 37.0 0.0 0.0 0 434.8 --511 --0.13% 293
0.063 51.3 38.47 259 750 0.1558 62.2 245.1 0.0218 246.1 28.8 45.0 0.0 0.0 0 434.8 341.5 360 0.2267 0.18% 92
0.063 51.3 38.47 249 750 0.1320 48.7 214.8 0.0236 236.6 27.7 36.0 0.0 0.0 0 434.8 --374 --0.13% 293
Table 3.12 -=-=-
3.4.4.4 Fig 3.3 -=3.4.4.4 -=-=-
Fig 3.3
Fig 3.3
Table 3.25
At EDGE of SOLID
M/m kNm/m M/rib kNm bf mm K z mm x mm net fsc N/mm² Excess M kNm As' req mm² fst N/mm² As req mm²
24.9 18.7 150 0.0552 237.3 37.1 0.0 0.0 0 434.8 181
residual steel 0.26% 57 10 3 236
38.1 28.5 150 0.0877 221.8 60.5 256.5 0.0 0 434.8 296
0.26% 0 10 2 157
residual steel min % 0.26% As resid 0 Ø extra 10 No 2 As prov 157
25.0 18.7 150 0.0576 231.9 38.0 36.9 0.0 0 434.8 186
Table 3.13 -=-
Fig 3.3
TENSION STEEL
Required Ø in rib No As prov Clear dist Min S Max S
mm²
ok mm² mm
ok ok
181 10 3 236 54.4 25.0 183.3
ok
ok ok
428 20 2 628 54.2 25.0 207.0
ok
ok ok
296 20 2 628 97.8 25.0 299.3
ok
ok ok
360 20 2 628 54.2 25.0 246.4
ok
ok ok
186 20 2 628 97.8 25.0 300.0
between bars 3.12.11.1 3.12.11.2.4
COMPRESSION STEEL
Required Ø No As' prov =% Clear dist Min S
ok mm²
ok mm
ok
171 20 2 628 1.455 55.6 25.0
ok
ok ok
0 8 2 101 0.228 123.0 25.0
ok
ok ok
128 12 2 226 0.534 70.8 25.0
ok
ok ok
0 8 2 101 0.228 123.0 25.0
ok
ok ok
108 10 2 157 0.371 74.6 25.0
Table 3.25
between bars 3.12.11.1
164
EC2 USERGUIDEv2.indd Sec1:164
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RCC92 Ribbed Slabs (Tables).xls RCC92 Ribbed Slabs (Tables)/ DETAILS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
2nd Floor slab
The Concrete Centre Made by
from grids A to F
RIBBED SLAB DESIGN to BS 8110:2005 using table 3.12 coefficients Originated from RCC92.xls v3.0 on CD
DEFLECTION fs N/mm² Base ratio Tens Mod Comp Mod Perm L/d Actual L/d As req increased by
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
12-Apr-2006 prelim
END SUPPORTS
END SPANS
FIRST INT SUPPORTS
INTERIOR SPANS
INTERNAL SUPPORTS
256.5
227.1 20.80 1.700 1.071 37.869 27.799 28.1%
157.1
190.8 20.80 1.983 1.071 44.162 27.799 23.4%
98.6
ok
165 121 Job No
R68 BS 8110 Reference Eqn 8 3.4.6.3/4 Table 3.10 Table 3.11 3.4.6.3
ok
3.4.5.1
RIB SHEAR
Factor V max V rib v vc (v-vc)bv Link Ø @ adjust to for adjust to
kN/m kN/m N/mm² N/mm² N/mm
ok mm mm mm mm
END SUPPORTS
FIRST INT SUPPORTS
INTERNAL SUPPORTS
0.46 52.01 37.24 0.8625 0.8975 68.0 6 191 175 0 0
0.6 67.85 44.99 1.0630 0.9080 68.0 6 187 175 795 875
0.5 56.54 36.51 0.8626 0.9080 68.0 6 187 175 75 175
ok
ok
Table 3.12 -=-
Eqn 3
ok
NOMINAL
Table 3.8
68.0 6 194 175 -----
Table 3.7 3.12.7.1 Spacing Spacing from solid from solid
As Dist
ok
64.4
ok
0
ok
0
ok
0
OK
3.4.5.5
As' Dist
ok
0
ok
0
ok
0
ok
0
OK
3.12.7.2
165
EC2 USERGUIDEv2.indd Sec1:165
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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 , ● qk >/ 1.25gk, ● 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, users 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 user 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., Openings in panels. Punching shear can be checked using RCC13. xls. It does not cater for single or two-span cases.
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 lower 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.
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.
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 supported end support/ 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.
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.
Notes! This sheet gives disclaimers and revision history.
166
EC2 USERGUIDEv2.indd Sec1:166
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RCC93 Flat Slabs (Tables).xls RCC93 Flat Slabs (Tables)/ MAIN! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical floor to BS8110
The Concrete Centre Made by
SIMPLIFIED FLAT SLAB DESIGN to BS 8110:2005 Cl 3.7.2.7 (Table 3.12) Originated from RCC93.xls
Date
rmw
v3.0 on CD
Page
Checked
Revision
chg
© 2006 TCC
167 123
12-Apr-2006 Job No
-
R68
STATUS VALID DESIGN NS Grids on lines
1
2
3
4
EW Grids on lines
A
B
C
D
5 COLUMNS
Nº m mm
X
Y
4 7.500 125
3 7.500 125
slab depth, h Top cover Btm cover
from C/L column
mm mm mm
250 25 25
H
mm
B
mm
1
Internal
Edge
Corner
400 400
400 250
400 250
MATERIALS fy
N/mm²
500
max bar Ø fyv
mm N/mm²
20
mm
1.15
steel
γm
1.5
concrete
20 500
Density
steel class A
23.6
Legend H
kN/m³
(Normal weight concrete)
C
LOADING Self Wt
kN/m²
5.90
Perim Load
8.85
D
B
H
H
h agg γm
B
37
Ly
N/mm²
Ly
fcu
5
Edge supports are CONTINUOUS
DIMENSIONS Nº of spans Span, L Edge dist, C
B
LOCATION
Lx
Lx
Lx
kN/m
kN/m²
1.50
kN/m²
7.40
DEFLECTION CONTROL
Imposed qk
kN/m²
2.50
Min % top steel in col strips
0.13
Design load, n
kN/m²
14.36
Same in top of middle strips?
N
Ly
+ Dead Total Dead, gk
3 or more approximately equal spans
A
C
%
Indicative Bending Moments - X Direction (kNm per bay)
Indicative Bending Moments - Y Direction (kNm per bay)
600
600 400
400 200
200
0
0 -200
-200 -400
-400
-600
-600
1
5
MAIN STEEL
A
INTERNAL COLUMN STRIPS
X DIRECTION
b
END SUPPORTS
0.575 END SPANS 3.750 PENULTIMATE SUPPORTS 3.750 INTERIOR SPANS 3.750 INTERIOR SUPPORTS 3.750
D
MIDDLE STRIPS
PERIMETER COLUMN STRIPS
REBAR
b
REBAR
b
REBAR
7H20 @ 75 T1
6.925 3.750 3.750 3.750 3.750
12H16 @ 575 T1
0.413 2.000 2.000 2.000 2.000
4H20 @ 100 T1
13H20 @ 275 B1 13H20 @ 200 : 400 T1 10H20 @ 375 B1 9H20 @ 300 : 600 T1
11H20 @ 325 B1 7H16 @ 525 T1 8H20 @ 450 B1 7H16 @ 525 T1
14H20 @ 125 B1 10H20 @ 150 : 300 T1 10H20 @ 200 B1 7H20 @ 200 : 400 T1
Y DIRECTION END SUPPORTS END SPANS PENULTIMATE SUPPORTS INTERIOR SPANS
0.575 3.750 3.750 3.750
SHEAR (ultimate) INTERNAL PENULTIMATE PENULTIMATE DOUBLE PENULTIMATE SIDE INTERNAL SIDE INTERNAL PENULTIMATE SIDE PENULTIMATE SIDE CORNER
6H20 @ 75 T2 21H20 @ 175 B2 15H20 @ 175 : 350 T2 15H20 @ 250 B2
6.925 3.750 3.750 3.750
Grid
Vt
LINKS
Ref
kN
Arrangement
12H16 @ 575 T2 17H20 @ 200 B2 8H16 @ 450 T2 12H20 @ 300 B2
0.450 2.000 2.000 2.000
4H20 @ 100 T2 15H20 @ 125 B2 10H20 @ 200 : 400 T2 11H20 @ 175 B2
Link Zone Width H x Breadth B
CHECKS
None None 3B etc B2 etc A3 etc
888.5 969.3 478.0
H8 @ 150 EW H10 @ 150 EW H8 @ 150 EW
1788 1826 1670
1788 1826 885
1782 1704 997
941 902 922
None A2 etc B1 etc A1 etc
525.7 525.7 341.1
H10 @ 150 EW H8 @ 150 EW H8 @ 150 EW
BAR Ø > COVER SINGLY REINFORCED BAR SPACING DEFLECTION SHEAR LINKS
OK OK OK OK OK
GLOBAL STATUS VALID DESIGN
167
EC2 USERGUIDEv2.indd Sec1:167
17/07/2006 17:10:02
RCC93 Flat Slabs (Tables)/ DETAIL! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical floor to BS8110
The Concrete Centre Made by
SIMPLIFIED FLAT SLAB DESIGN to BS 8110:2005 Cl 3.7.2.7 (Table 3.12) Originated from RCC93.xls v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
168 124
12-Apr-2006 Job No
-
R68
DETAILED CALCULATIONS
BS 8110 Reference
GENERAL
internal hc
0.451
m
edge hc
0.357
m
corner hc
Lx
7.500
m
Ly
7.500
m
Min As
0.357 325
m
3.7.1.4
mm²/m
3.7.1.1
MAIN STEEL - X DIRECTION END
END
PENULTIMATE
INTERIOR
INTERIOR
SUPPORTS
SPANS
SUPPORTS
SPANS
SUPPORTS
F
807.8
807.8
807.8
0.15Fhc
43.23
54.69
54.69
Total Mu
kNm
147.5
454.4
466.3
381.7
327.0
3.7.2.7
INTERNAL COLUMN STRIPS m
0.575
3.750
3.750
3.750
3.750
figs 3.12&3.13
Mu
b
kNm
147.5
249.9
349.7
209.9
245.2
3.7.2.10
d
mm
215
215
215
215
215
K'
0.156
0.156
0.156
0.156
0.156
3.4.4.4
K
0.150
0.039
0.055
0.033
0.038
3.4.4.4
z
mm
169.6
204.3
201.1
204.3
204.3
3.4.4.4
As
mm²
2001
2814
4001
2364
2761
3.4.4.4
As shear
mm²
365
Def enhancement
1767 1.405
0 1.282
As min
mm²
2001
3954
4001
3031
2761
Ø
mm
20
20
20
20
20
No bars
No
7
13
13
10
9
@
mm
75
275
200
375
300
&@
mm
~
~
400
~
600
As prov
mm²
2199
4084
4084
3142
2827
table 3.25
3.7.3.1
= mm²/m
3825
1089
1089
838
754
=
1.779
0.507
0.507
0.390
0.351
303.3
229.7
408.1
250.8
406.9
140
401
226
645
327
3.12.11.2.7
(b)
(b)
(b)
(a)
(b)
3.12.11.2.7
%
fs N/mm² Max S
mm
subclause
Eqn 8
MIDDLE STRIPS m
6.925
3.750
3.750
3.750
3.750
Mu
b
kNm
36.9
204.5
116.6
171.7
81.7
d
mm
217
215
217
215
217
figs 3.12&3.13 3.7.2.10
K'
0.156
0.156
0.156
0.156
0.156
3.4.4.4
K
0.003
0.032
0.018
0.027
0.013
3.4.4.4
z
mm
206.2
204.3
206.2
204.3
206.2
3.4.4.4
As
mm²
411
2302
1301
1934
912
3.4.4.4
table 3.25
Def enhancement
1.405
1.282
As min
mm²
2251
3235
1301
2480
1219
Ø
mm
16
20
16
20
16
No bars
No
12
11
7
8
7
@
mm
575
325
525
450
525
As prov
mm²
1407
2413
3456
1407
2513
= mm²/m
348
922
375
670
375
=
0.161
0.429
0.173
0.312
0.173
56.8
222.1
385.1
256.5
270.0
651
645
651
645
651
3.12.11.2.7
(a)
(a)
(a)
(a)
(a)
3.12.11.2.7
%
fs N/mm² Max S
mm
subclause
Eqn 8
168
EC2 USERGUIDEv2.indd Sec1:168
17/07/2006 17:10:11
RCC93 Flat Slabs (Tables).xls RCC93 Flat Slabs (Tables)/ DETAIL! Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical floor to BS8110
The Concrete Centre Made by
SIMPLIFIED FLAT SLAB DESIGN to BS 8110:2005 Cl 3.7.2.7 (Table 3.12) Originated from RCC93.xls v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
169 125
12-Apr-2006 Job No
-
R68
MAIN STEEL - X DIRECTION, continued END
END
PENULTIMATE
INTERIOR
INTERIOR
BS 8110
SUPPORTS
SPANS
SUPPORTS
SPANS
SUPPORTS
Reference
PERIMETER COLUMN STRIPS
F 0.15Fhc Mu kNm b m d mm K' K z mm As mm² As shear mm² Def enhancement As min mm² Ø mm No bars No @ mm & @ mm As prov mm² = mm²/m % = fs N/mm² Max S mm subclause
510.3 27.31 93.2 0.413 215 0.156 0.132 176.6 1214 336 1214 20 4 100 ~ 1257 3046 1.417 322.0 140 (b)
184.8 2.000 215 0.156 0.054 201.2 2112
510.3 27.31 243.5 2.000 215 0.156 0.071 196.4 2852 2290
155.2 2.000 215 0.156 0.045 203.5 1754
1.956 4132 20 14 125 ~ 4398 2199 1.023 160.1 285 (b)
2852 20 10 150 300 3142 1571 0.731 378.3 169 (b)
1.662 2914 20 10 200 ~ 3142 1571 0.731 186.1 343 (b)
510.3 27.31 172.9 2.000 215 0.156 0.051 202.2 1967 1448 1967 20 7 200 400 2199 1100 0.511 372.7 245 (b)
3.7.2.10 figs 3.12&3.13
3.4.4.4 3.4.4.4 3.4.4.4 3.4.4.4
table 3.25
3.7.3.1
Eqn 8 3.12.11.2.7 3.12.11.2.7
MAIN STEEL - Y DIRECTION
Total Mu
kNm
END
END
PENULTIMATE
INTERIOR
INTERIOR
SUPPORTS
SPANS
SUPPORTS
SPANS
SUPPORTS
121.3
454.4
466.3
381.7
327.0
0.575 121.3 195 0.156 0.150 153.8 1815 380
3.750 249.9 195 0.156 0.047 184.1 3121
3.750 349.7 195 0.156 0.066 179.4 4484 1797
3.750 209.9 195 0.156 0.040 185.3 2606
3.750 245.2 195 0.156 0.046 184.3 3060 1130
figs 3.12&3.13
INTERNAL COLUMN STRIPS
b m Mu kNm d mm K' K z mm As mm² As shear mm² Def enhancement As min mm² Ø mm No bars No @ mm & @ mm As prov mm² = mm²/m % = fs N/mm² Max S mm subclause
3.7.2.10
3.4.4.4 3.4.4.4 3.4.4.4 3.4.4.4
1815 20 6 75 ~ 1885 3278 1.681 320.9 140
2.044 6379 20 21 175 ~ 6597 1759 0.902 157.7 328
4484 20 15 175 350 4712 1257 0.644 396.5 183
1.708 4450 20 15 250 ~ 4712 1257 0.644 184.4 393
3060 20 10 275 550 3142 838 0.430 405.8 268
table 3.25
(b)
(b)
(b)
(b)
(b)
3.12.11.2.7
3.7.3.1
Eqn 8 3.12.11.2.7
169
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RCC93 Flat Slabs (Tables)/ DETAIL!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical floor to BS8110
The Concrete Centre Made by
SIMPLIFIED FLAT SLAB DESIGN to BS 8110:2005 Cl 3.7.2.7 (Table 3.12) Originated from RCC93.xls v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
170 126
12-Apr-2006 Job No
-
R68
MAIN STEEL - Y DIRECTION, continued END
END
PENULTIMATE
INTERIOR
INTERIOR
BS 8110
SUPPORTS
SPANS
SUPPORTS
SPANS
SUPPORTS
Reference
6.925 30.3 197 0.156 0.003 187.2 373
3.750 204.5 195 0.156 0.039 185.3 2539 2.044 5188 20 17 200 5341 1424 0.730 158.4 403 (b)
3.750 116.6 197 0.156 0.022 187.2 1433
3.750 171.7 195 0.156 0.033 185.3 2132 1.708 3641 20 12 300 3770 1005 0.516 188.5 585 (a)
3.750 81.7 197 0.156 0.015 187.2 1005
figs 3.12&3.13
1219 16 7 525 1407 375 0.191 297.4 591 (a)
table 3.25
MIDDLE STRIPS
b m Mu kNm d mm K' K z mm As mm² Def enhancement As min mm² Ø mm No bars No @ mm As prov mm² = mm²/m % = fs N/mm² Max S mm subclause
2251 16 12 575 2413 348 0.177 51.5 591 (a)
1433 16 8 450 1608 429 0.218 371.1 591 (a)
3.7.2.10
3.4.4.4 3.4.4.4 3.4.4.4 3.4.4.4
Eqn 8 3.12.11.2.7 3.12.11.2.7
PERIMETER COLUMN STRIPS
F 0.15Fhc Mu kNm b m d mm K' K z mm As mm² As shear mm² Def enhancement As min mm² Ø mm No bars No @ mm & @ mm As prov mm² = mm²/m = % fs N/mm² Max S mm subclause
510.3 27.31 93.2 0.450 215 0.156 0.121 180.6 1187 359
184.8 2.000 215 0.156 0.054 201.2 2112
510.3 27.31 243.5 2.000 215 0.156 0.071 196.4 2852 1811
155.2 2.000 215 0.156 0.045 203.5 1754
510.3 27.31 172.9 2.000 215 0.156 0.051 202.2 1967 0
3.7.2.10 figs 3.12&3.13
3.4.4.4 3.4.4.4 3.4.4.4 3.4.4.4
1187 20 4 100 ~ 1257 2793 1.299 314.9 140
2.170 4584 20 15 125 ~ 4712 2356 1.096 149.4 285
2852 20 10 200 400 3142 1571 0.731 378.3 169
1.801 3159 20 11 175 ~ 3456 1728 0.804 169.2 343
1967 20 7 275 550 2199 1100 0.511 372.7 245
table 3.25
(b)
(b)
(b)
(b)
(b)
3.12.11.2.7
3.7.3.1
Eqn 8 3.12.11.2.7
170
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RCC93 Flat Slabs (Tables).xls RCC93 Flat Slabs (Tables)/ DETAIL!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical floor to BS8110
The Concrete Centre Made by
SIMPLIFIED FLAT SLAB DESIGN to BS 8110:2005 Cl 3.7.2.7 (Table 3.12) Originated from RCC93.xls v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
171 127
12-Apr-2006 Job No
-
R68
DEFLECTION - X DIRECTION
As req mm² As prov mm² fs N/mm² K ave As' prov mm² % 100As'/bd Comp Mod Tens Mod Perm L/d Actual L/d As enhanced
PERIMETER END SPANS
INTERNAL END SPANS
PERIMETER INTERIOR SPANS
INTERNAL INTERIOR SPANS
3264 6126 177.6 0.043 670 0.080 1.026 1.547 37.15 34.88 95.6%
5116 7540 226.2 0.035 1257 0.078 1.025 1.495 35.88 34.88 40.5%
2721 4398 206.2 0.036 670 0.080 1.026 1.555 37.33 34.88 66.2%
4298 5655 253.3 0.030 1257 0.078 1.025 1.482 35.55 34.88 28.2%
PERIMETER END SPANS
INTERNAL END SPANS
PERIMETER INTERIOR SPANS
INTERNAL INTERIOR SPANS
3382 7383 152.7 0.047 670 0.080 1.026 1.579 37.92 34.88 117.0%
5660 11938 158.0 0.043 1257 0.086 1.028 1.616 38.87 38.46 104.4%
2820 5341 176.0 0.039 670 0.080 1.026 1.618 38.84 34.88 80.1%
4739 8482 186.2 0.036 1257 0.086 1.028 1.633 39.27 38.46 70.8%
BS 8110 Reference
Eqn 8
Eqn 9 Eqn 7 3.4.6.1+3.7.8
DEFLECTION - Y DIRECTION
As req mm² As prov mm² fs N/mm² K ave As' prov mm² % 100As'/bd Comp Mod Tens Mod Perm L/d Actual L/d As enhanced PUNCHING SHEAR
Vt Veff/Vt ave d ave As
kN kN mm %
Eqn 8
Eqn 9 Eqn 7 3.4.6.1+3.7.8
INTERNAL None
PENULT None3B etc
DOUBLE PENULT B2 etc
SIDE INTERNAL A3 etc
SIDE INTERNAL None
0.0 1.15 205.0 0.390
888.5 1.15 205.0 0.468
969.3 1.15 205.0 0.575
478.0 1.40 205.0 1.096
0.0 1.40 215.0 1.145
1015 1015 1600 0.000 0.0 4060 0.000 0.622 No
1015 1015 1600 3.107 1004.8 4060 1.207 0.661 Yes
1015 1015 1600 3.390 1097.7 4060 1.319 0.708 Yes
633 865 900 3.616 643.1 2130 1.473 0.878 Yes
648 895 900 0.000 0.0 2190 0.000 0.880 No
0 0 0 0 0 0
150 1762 6070 8 41 2061
150 2059 6070 10 41 3220
150 770 3235 8 22 1106
0 0 0 0 0 0
0 0 0
1788 1788 2
1825 1825 2
1670 885 1
0 0 0
table 3.13 3.7.6.3
at 1.5d from column face
H mm B mm u 0 mm v max N/mm² V kN u mm v N/mm² vc N/mm² Links ?
3.7.7.6 3.7.7.6 Eqn 27
3.7.7.6
Eqn 28 table 3.9
Links at 0.5d & 1.25d
Sv mm EW Asv req mm² Total u mm Ø mm Number Asv prov mm² solve for H&B crit ( v = vc )
H crit mm B crit mm Additional 0.75d perimeters
3.7.7.6 3.7.7.5
3.7.7.6
171
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RCC93 Flat Slabs (Tables)/ DETAIL!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
ECBP Typical floor to BS8110
The Concrete Centre Made by
SIMPLIFIED FLAT SLAB DESIGN to BS 8110:2005 Cl 3.7.2.7 (Table 3.12) Originated from RCC93.xls v3.0 on CD
kN kN mm %
Checked
Page
CORNER A1 etc
SIDE PENULT A2 etc
SIDE PENULT B1 etc
341.1 1.25 215.0 1.358
525.7 1.40 205.0 1.206
525.7 1.40 215.0 1.255
648 573 575 3.435 400.8 1220 1.528 0.931 Yes
633 865 900 3.979 710.0 2130 1.626 0.906 Yes
648 895 900 3.793 708.9 2190 1.506 0.907 Yes
150 417 1902.5 8 13 653
150 1166 3235 10 22 1728
150 794 3305 8 23 1156
996 921 2
1782 941 2
1704 902 1
172 128
12-Apr-2006 Revision
chg
© 2006 TCC
PUNCHING SHEAR, continued
Vt Veff/Vt ave d ave As
Date
rmw
Job No
-
R68 BS 8110 Reference
table 3.13 3.7.6.3
at 1.5d from column
H mm B mm u 0 mm v max N/mm² V kN u mm v N/mm² vc N/mm² Links ?
3.7.7.6 3.7.7.6
3.7.7.6
Eqn 28 table 3.9
Links at 0.5d & 1.25d
Sv mm EW Asv req mm² Total u mm Ø mm Number Asv prov mm² solve for H&B crit ( v = vc )
H crit mm B crit mm Additional 0.75d perimeters
3.7.7.6 3.7.7.5
3.7.7.6
172
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RCC94 Two-way Slabs (Tables).xls
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.
Notes! This sheet gives disclaimers and revision history.
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, users 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 user should specify in which layers the top and bottom reinforcement are located (see D33 and H33). In line 32 the user 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 (7) (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 supporting 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. Support widths are required as input as they affect curtailments and lengths.
173
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RCC94 Two-way Slabs (Tables)/ MAIN!
174
174
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RCC95 Continuous Beams (Tables).xls
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:
Graf!
■ Qk >⎜ Gk
Notes!
■ Substantially uniform loads over three or more spans ■ Variations in span < 15% lmax.
This sheet provides data for the charts in MAIN! and is not intended for formal printing.
This sheet gives disclaimers and revision history.
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 Support in alt layer will incur additional cover to top bars at supports (of the same size as those being designed at that location) to allow for beams in the other direction. Users should ensure effective depths, d, are correct (see DETAIL!D15, etc.). The choice between rectangular, L or T beam is made via a combobox 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).
DETAIL! For first time users 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! at O62. 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.
175
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RCC95 Continuous Beams (Tables)/ MAIN! Project
Spreadsheets to BS 8110
Client Location
Advisory Group D&D: Edge beam Grid 1 from A to J CONTINUOUS CONCRETE BEAM DESIGN to BS 8110:2005 Table 3.5 Originated from RCC95.xls
LOCATION
Supports: from grid
v3.0 on CD
A
The Concrete Centre Made by
Date
rmw Checked
Revision
176 132 Job No
-
chg
© 2006 TCC
to grid
Page
12-Apr-2006
R68
STATUS
J
VALID DESIGN DIMENSIONS Nº of spans Max Span depth, h bw hf bf
Nº m mm mm mm mm
5 5.00 350 300 175 650
MATERIALS fcu N/mm² fyl N/mm² fyv N/mm² h agg mm
Shape L BEAM Top cover mm 40 Bottom cover mm 40 Side cover mm 40 Support steel in alt layer ? Y
40 500 500 20
γm = 1.50 γm = 1.15 steel class A Density kN/m³ 23.6 (Normal weight concrete)
100 50
LOADING
0
Self Wt + Dead Total Dead, gk Imposed qk Design load, n =
kN/m kN/m kN/m kN/m kN/m
1.2 10.9 12.1 5.0 25.0
BENDING
-50 -100
A
END SUPPORTS
M d bf As As'
kNm mm mm mm² mm²
J Geometry and Loading
0.0 276 300 0 0
(A & J)
A
J Indicative Bending Moment Diagram
END SPANS
FIRST INT SUPPORTS
INTERIOR SPANS
INTERNAL SUPPORTS
BS8110 Reference
56.2 290 650 470 0
68.7 270 300 648 0
43.7 294 650 360 0
50.0 270 300 457 0
Table 3.5 3.4.1.5 3.4.4.4 3.4.4.4
Deflection
L/d Max Actual L/d
36.46 17.24
37.98 17.01
OK
3.4.6.3
OK
3.4.6.1
Tension reinforcement
Ø No As prov =
mm² %
16 2 Top 402 0.49
20 2 Btm 628 0.72
20 3 Top 942 1.16
12 4 Btm 452 0.51
20 2 Top 628 0.78
16 2 Btm 402 0.49
12 2 Top 226 0.26
12 2 Btm 226 0.28
12 2 Top 226 0.26
12 2 Btm 226 0.28
OUTER SUPT
FIRST INT SUPT
INT SUPT
NOMINAL
56.2 0.646 0.570 10 2 200
75.0 0.926 0.858 10 2 200
68.7 0.849 0.749 10 2 200
~ ~ ~ 10 2 200
END SUPPORTS 2 H16 T Nominal B
END SPANS 2 H12 T 2 H20 B
FIRST INT SUPPORTS 3 H20 T Nominal B
INTERNAL SPANS 2 H12 T 4 H12 B
INTERNAL SUPPORTS 2 H20 T Nominal B
2 H10 @ 200
2 H10 @ 200 for 600
2 H10 @ 200
2 H10 @ 200 for 600
BAR Ø < COVER
SINGLE LAYERS
BAR SPACING
DEFLECTION
SHEAR LINKS
GLOBAL STATUS
OK
OK
OK
OK
OK
VALID DESIGN
Compression reinforcement
Ø No As' prov =
mm² %
SHEAR V kN/m v N/mm² vc N/mm² Link Ø mm Legs No @ mm
Table 3.5 Eqn 3 Table 3.8
OUTPUT/SUMMARY
PROVIDE Main reinforcement
Links 2 H10 @ 200 for 800
from CL of support
CHECKS
176
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RCC95 Continuous Beams (Tables).xls RCC95 Continuous Beams (Tables)/ DETAILS!
The Concrete Centre
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
D&D: Edge beam Grid 1 from A to J
Made by
CONTINUOUS CONCRETE BEAM DESIGN to BS 8110:2005 Table 3.5 Originated from RCC95.xls v3.0 on CD
Revision
chg
Gk = 60.70
Page
12-Apr-2006
Checked
© 2006 TCC
DETAILED CALCULATIONS
Date
rmw
-
Qk = 25.00
177 133 Job No
F = 124.98
R68 kN
MAIN STEEL
Factor M kNm d mm bf mm K' Web Mres kNm Flange Mres kNm K z mm x mm d' mm net fsc N/mm² Excess M kNm As' req mm² fst N/mm² As req mm² bw/b Min % Min As
END SUPPORTS
END SPANS
FIRST INT SUPPORTS
INTERIOR SPANS
INTERNAL SUPPORTS
BS 8110 Reference
0.00 0.0 276 300 0.1558 142.4 --0.0000 262.2 30.7 78 0.0 0.0 0 434.8 0 --0.20% 210
0.09 56.2 290 650 0.1558 157.2 411.5 0.0257 275.5 32.2 56 0.0 0.0 0 434.8 470 0.4615 0.13% 137
0.11 68.7 270 300 0.1558 136.3 --0.0786 243.9 58.0 76 0.0 0.0 0 434.8 648 --0.20% 210
0.07 43.7 294 650 0.1558 161.6 419.7 0.0195 279.3 32.7 56 0.0 0.0 0 434.8 360 0.4615 0.13% 137
0.08 50.0 270 300 0.1558 136.3 --0.0571 251.6 40.9 68 0.0 0.0 0 434.8 457 --0.20% 210
Table 3.5
0.0
249.1 22.00 1.535 1.080 36.455 17.241
229.3
265.4 22.00 1.600 1.079 37.982 17.007
242.4
-=-
3.4.1.5 Fig 3.3 -=-=3.4.4.4 -=-=-
Fig 3.3
Fig 3.3
Table 3.25
DEFLECTION fs N/mm² Base ratio Tens Mod Comp Mod Perm L/d Actual L/d TENSION STEEL As Ø No As prov Clear dist Min S Max S
mm² mm mm² mm
ok ok
210 16 2 402 168.0 25.0 300.0
ok
ok ok
470 20 2 628 160.0 25.0 188.7
ok
ok
ok ok
648 20 3 942 70.0 25.0 205.0
ok
ok ok
360 12 4 452 50.7 25.0 177.1
Eqn 8 3.4.6.3/4 Table 3.10 Table 3.11 3.4.6.3
ok
3.4.6.1
ok
ok ok
457 20 2 628 160.0 25.0 193.9
between bars 3.12.11.1 Table 3.28 3.12.11.2.4
COMPRESSION STEEL Required mm² Ø ok No As' prov mm² ok =%
314 16 2 402 0.486
ok
ok
188 12 2 226 0.260
ok
ok
188 12 2 226 0.279
ok
ok
188 12 2 226 0.256
ok
ok
136 12 2 226 0.279
Table 3.25
177
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RCC95 Continuous Beams (Tables)/ DETAILS!
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
D&D: Edge beam Grid 1 from A to J
The Concrete Centre Made by
CONTINUOUS CONCRETE BEAM DESIGN to BS 8110:2005 Table 3.5 Originated from RCC95.xls v3.0 on CD
Date
rmw Checked
Revision
chg
© 2006 TCC
Page
12-Apr-2006
178 134 Job No
-
R68
SHEAR OUTER SUPPORT
FIRST INT SUPPORT
INTERNAL SUPPORT
NOMINAL
0.45 56.2
0.60 75.0
0.55 68.7
~ ~
Table 3.5
v N/mm²
0.646
0.926
0.849
~
Eqn 3
vc N/mm²
0.570
0.858
0.749
~
Table 3.8
120.0 10 2 218 200 0 800 0.0 0.0
120.0 10 2 203 200 0 600 90.0 0.0
120.0 10 2 203 200 0 600 0.0 0.0
120.0 10 2 218 200 ----0.0 0.0
Table 3.7
Factor V
kN
(v-vc)bv N/mm Link Ø ok Legs ok @ mm Adjust to mm for mm Adjust to mm As Dist ok As' Dist ok
ok ok
ok ok
ok ok
ok ok
ok ok
ok ok
-=-
3.12.7.1
3.12.7.1
from cl of supt 3.4.5.5 3.12.7.2
178
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Spreadsheets to Eurocode 2
Spreadsheets to Eurocode 2
179
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17/07/2006 17:10:42
180
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17/07/2006 17:10:43
General notes to Eurocode 2 versions
General notes to Eurocode 2 versions The Spreadsheets and Eurocode 2 The layout and workings of the spreadsheets to Eurocode 2 are in line with those to BS 8110 outlined in the previous section, Spreadsheets to BS 8110. The Introduction and General notes are common to the use of all spreadsheets in this publication. Descriptions of the spreadsheets to Eurocode 2 are given in the following pages.
should be available in 2006. It should be noted that EN 1992 – 1 –1 was calibrated using the contemporary BS standards for loading, which might therefore be used satisfactorily in conjunction with EN 1992 –1 –1 pending the final publication of BS EN 1991 series of standards. ■ BS EN197, cement and EN 206, concrete and its BS derivative
BS8500. These standards have been in use for some time in the UK. ■ BS EN10080 (steel for the reinforcement of concrete), BS
The spreadsheets are in accordance with Parts 1-1 and 1-2 of Eurocode 2 and their respective UK National Annexes (NAs). Parts 1-1 and 1-2 of Eurocode 2 (Eurocode 2: Design of concrete structures, Part 1-1 General rules and rules for buildings, BS EN 1992-1-1 and Eurocode 2: Design of concrete structures, Part 1-2 General rules – Structural fire design BS EN 1992-1-2) were published in December 2004. Each Eurocode has a National Annex. These specifiy the values of Nationally Determined Parameters (NDPs : factors relating to safety and UK conditions, requirements for durability, etc. e.g. values of cover, γm, αcc, k etc.) to be used within the Eurocodes in each country. The values of the NPDs used are documented on a separate sheet within each spreadsheet and allow for different values to be used, for instance when the project is outside the UK. The equivalents of these values are hidden away in BS 8110 and indeed in the BS 8110 spreadsheets. The UK National Annexes (NAs) that confirm or change Nationally Determined Parameters within Eurocode 2 were published in December 2005 Eurocode 2 will ultimately supersede all UK codes dealing with the design of concrete structures. All conflicting British Standards are due to be withdrawn in 2010. The spreadsheets have called for some interpretation of both Eurocodes and their NAs.
Implementation of Eurocode 2 BS EN 1992-1-1 and BS EN 1992-1-2 were published by BSI in December 2004. Their National Annexes were published in December 2005. BS EN 1992 is expected to be used generally in conjunction with other Eurocodes (and their UK National Annexes) for loading etc and other European Standards (ENs) for materials and execution. During the early stages of the implementation of BS EN 1992, all the related codes, standards and their UK National Annexes may not be available in their final form. Nonetheless, as PD6687[31] points out, EN 1992 –1 – 1 can still be used to design structures using: ■ BS EN 1990 Basis of structural design &. UK National Annex ■ BS EN 1991 series, Actions. Almost all UK National Annexes
4449 (BS 4449: 2005, reinforcement), BS4482 (BS 4482: 2005, fabric), BS 4483 (BS 4483: 2005, fabric), and BS 8666 (BS 8666: 2005, scheduling). These standards were published in late 2005 and came into effect on 1 January 2006. One of the fundamental assumptions in EC2 is that the requirements of ENV 13670 for execution and workmanship are complied with. This raises a difficulty in the UK, as EN 13670 (Execution of concrete structures) is some way off. However for the UK, the provisions of the National Structural Concrete Specification (NSCS) [ref 32] are considered equivalent to those in ENV 13670 for tolerance class 1. Other standards are in various states of readiness and in areas not specifically mentioned above, the designers might consider using current UK practice or current British Standards but they should satisfy themselves that they are compatible with BS EN 1992 and that the resulting reliability would be acceptable. For instance the spreadsheets for pad foundations, TCC 81 uses current UK practice for sizing (allowable under EN 1997) rather than the full limit state approach. In the UK, the process of converting from BS8110 to Eurocode might be perceived as being a large barrier. As with any change, there will be opportunities and threats. Eurocode 2 will be adopted only where there is commercial advantage in doing so but from calibration studies it would appear that there are significant gains to be made by adopting it in the design of building structures. The authors are confident that in the long run Eurocode 2 will be seen as being a very good standard allowing consistent safety across materials and opportunity for greater economy and even greater flair in concrete design and construction.
Notes regarding Eurocode2 In his comparison of design requirements in Eurocode 2 and BS 8110, Narayanan(24) gave the following outline description of Eurocode 2.
General layout BS EN 1992-1-1(1) and BS EN 1992-1-2 are broadly comparable to BS 8110: Parts 1 and 2. Eurocode 2 comprises principles and rules of application. Principles are general statements, 181
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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. Eurocode 2 is generally laid out to give advice on the basis of phenomena (e.g. bending, shear etc) rather than by member types as in BS 8110 (e.g. beams, slabs, columns etc). The Code does not provide derived formulae (e.g. for bending), only the details of the stress block are expressed). This is the traditional European approach.
Reinforcement Eurocode 2 is applicable for ribbed reinforcement with characteristic yield strengths of 400 to 600 MPa. Plain bar and mild steel reinforcement are, strictly, outside the Code. The characteristic yield strength of reinforcing steel to BS 4449:2005 will be 500 MPa. According to the UK National Annex, the partial factor for steel reinforcement is 1.15
Cover
The UK Nationally Determined Parameters (NDPs) that are used in the spreadsheets are taken from the relevant National Annex (NA) and are shown in a separate sheet within the spreadsheets.
Minimum concrete cover, cmin, is related to bond strength, durability and fire resistance. In addition to the minimum cover an allowance for deviations due to variations in execution (construction) should be allowed for in design. Eurocode 2 recommends that, for concrete cast against formwork, this allowance,- ∆cdev, is taken as 10 mm, unless the construction is subject to a quality assurance system in which case it could be reduced to 5 mm or even 0 mm where non-conforming members are rejected (e.g. in a precast yard). cmin + ∆cdev = nominal cover
Units for stress are mega Pascals, MPa (1 MPa = 1 N/mm2 ) 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 actions’; and ‘self-weight’ and ‘dead loads’ are referred to as ‘permanent actions’.
It is recommended that the nominal cover is clearly stated on the drawings.
Concrete strength
Cover for durability is governed by BS 8500. Guidance on the use of BS8500 is given in How to use BS8500 with BS 8110 - copy available from www.concretecentre.com.
Concrete strength in Eurocode 2 refers to the cylinder strength (fck) and cube strength (fcu). This fck/fcu notation is used throughout Eurocode 2. However, design is based on characteristic cylinder strengths not cube strengths and the spreadsheets refer to fck only. The relationship between cylinder and cube strengths is shown below in Table 5 along with approximate moduli of elasticity from Eurocode 2.
Fire resistance Eurocode 2, Part 1–2: Structural fire design[13], gives guidance on design for fire resistance of concrete structures. Although much of the Code is devoted to fire engineering methods, the design for fire resistance may still be carried out by referring to tables for minimum axis distances and dimensions for various elements. The axis distance is measured from the surface to the centre of the bar and is treated as a mean to be obtained during execution.
Eurocode 2 and the spreadsheets permit much higher strengths of concrete to be used than currently. The maximum characteristic cylinder strength fck permitted is 90N/mm2. Because the characteristics of higher strength concrete are different, some expressions in the Code are adjusted for classes above C50/60. Supplies of these high strength concretes should be assured before using them in design.
Axis distances and dimensions are given in section 5 of Part 1–2. Further advice on using the tabular methods is given in How to design concrete structures using Eurocode 2: Getting started [34].
The spreadsheets are unsuitable for the design of lightweight concrete.
Table 5 Relationship between cylinder and cube stregths
Property
Strength class C20/25
C25/30
C30/37
C35/40
C40/50
C45/50
C50/60
fck (cylinder)
20
25
30
35
40
45
50
fck (cube)
25
30
37
40
50
50
60
Ecm
29
30.5
32
33.5
35
36
37
‡ Based on the outline description of Eurocode 2 in Comparison of design requirements in Eurocode 2 and BS 8110, Narayanan( 24)
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General notes to Eurocode 2 versions Load combinations
Actions
BS EN1990 allows the designer (of UK structures) to use either Expression (6.10) or the less favourable of Exp (6.10a) or Exp (6.10b). For members supporting one variable action the combination 1.25Gk + 1.5Qk may be used. This combination is derived from Exp (6.10b) and can be used provided that the permanent actions (Gk) are not greater than 4.5 times the variable actions (Qk) and the structure is not used for storage.
The most notable difference between UK Standards and Eurocode 1 is the bulk density of reinforced concrete, which has been increased to 25 kN/m3.
Less economically designers may choose to use 1.35 Gk + 1.5 Qk (derived from Exp (6.10)). EN 1990 requires that actions should be checked using both γG.sup (=1.25 or 1.35) and γG.inf (= 1.0). γG.sup (i.e. 1.25 or 1.35) will always be the more onerous when designing for peak moments, but greater hogging moments in spans often occur when γG.inf is used. For this reason, a macro is employed in a number of spreadsheets to change γG to its lower value (1.0), record the results, then set it back to the higher value again. The larger value of the tensile force in the reinforcement, Ftd, from both sets of results is then used for the design of top steel in spans. For the serviceability limit states of deflection and cracking, the quasi-permanent load case is used. Generally a quasi-permanent load of Gk + Ψ2Qk is used where Ψ2 is a factor dependant on the use of the structure (see BS EN 1990 A1.2.2 and UK National Annex).
Load cases For building structures, the UK NA to Eurocode 2, Part 1–1 allows either of the following sets of load arrangements to be used: 1. Alternate or adjacent spans loaded 2. All or alternate spans loaded The spreadsheets use the all-or-alternate-spans-loaded case by default. Users may switch to 1, the alternate-or-adjacent-spansloaded by changing the setting in Notes!
Simplified arrangements for slabs According to the UK NA, the load arrangements can be simplified for slabs where only the all spans loaded needs to be checked (see Figure 3), provided the following conditions are met: a) In a one-way spanning slab the area of each bay exceeds 30
m2 (a bay means a strip across the full width of a structure bounded on the other sides by lines of support) b) The ratio of the variable action (Qk) to the permanent action
(Gk) does not exceed 1.25 c) The magnitude of the variable action excluding partitions
does not exceed 5 kN/m2.
Analysis Eurocode 2 dictates that the type of analysis should be appropriate to the problem being considered. The following are commonly used: linear elastic analysis, linear elastic analysis with limited redistribution and plastic analysis. Linear analysis may be carried out assuming cross sections are uncracked and remain plane (i.e. may be based on concrete gross sections) and linear stress-strain relationships and the use of mean values of elastic modulus. Linear analysis is the basis of the analyses used in the spreadsheets. In the rigorous spreadsheets the spans are checked at 1/20th points to see whether the section theoretically cracks under load; if so that section remains cracked and cracked section properties are applied and used in the serviceability calculations. (Cracked section properties are used only for the deflection calculations and not for the analysis as the process would become iterative, non-linear and would take a long time to run.) For ULS, the moments derived from elastic analysis may be redistributed to a maximum of 30% where Class B or C reinforcement is used or 20% if Class A reinforcement is used. According to BS8666:2000 reinforcement called up as may be 500 grade Class A, B or C.
Section analysis – Design assumptions The simplified rectangular concrete stress block as shown in Figure 3.5 of BS EN 1992-1-1 has been used throughout the spreadsheets, in conjunction with option B (the horizontal line) on the reinforcement stress/ strain curve (Figure 3.8 of BS EN 1992-1-1). In the case of columns and other members with axial force, these strain distributions have been modified by the imposition of the “hinge point” as shown in Figure 6.1. (of BS EN 1991-1-1). The rectangular stress block option has been chosen because of its’ relative simplicity, thereby making it more straightforward for users to follow the logic used in calculations. The choice of stress block normally makes little difference in the design of slabs and beams, but in column design, slightly higher axial loads may be resisted by employing the recto-parabolic stress block as shown in Figure 3.3 and option (A) in Figure 3.8. These options may be adopted for future versions of TCC12 and TCC51 to TCC54. Lever arm, z is restricted to a maximum of 0.95 x effective depth. This limit is derived from BS 8110 and avoids dangers associated with theoretically over-shallow neutral axis depths. 183
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Analysis & design spreadsheets – Top steel checks in spans Within the spreadsheets for continuous elements, it has been assumed that at least 50% of support reinforcement in beams and slabs will normally extend to a point 0.3L from the centrelines of support. The other 50% is assumed to be curtailed at a point 0.2L from the centrelines of support. However, the element is checked at 0.25L and 0.75L to determine the whether any top steel is required to resist hogging moment. If so the larger amount of top steel required is assumed to be necessary in the span between these two points. The adoption of a shear truss model in Eurocode 2 causes the force in tension reinforcement to be increased above MEd/z. This can be accommodated by using the shift rule to curtail bars at a distance al from where they are no longer required to resist bending moment. The spreadsheets take a slightly different approach by actually `calculating tensile force to be resisted, Ftd, at 0.25L and 0.75L, where Ftd = MEd/Z + ∆Ftd where ∆Ftd = 0.5VEd( cot θ – cot α) where θ = the angle of the compression strut cot α = 0 for vertical reinforcement The spreadsheets determine the values of MED and VEd at 1/20th points for all load combinations, then select those producing the highest value of Ftd. If either MEd or VEd is reversed for a particular combination, the additional tensile force is taken by bottom reinforcement, so the value of ∆Ftd is set to zero.
Shear The ‘variable strut inclination’ method is used in Eurocode 2 for the assessment of the shear capacity of a section. The assumed angle of the concrete compression strut can be altered to give the most economic design. In most cases the angle of the strut may be assumed to be 21.8º (ie where cot θ = 2.5). Angles above 21.8º may prove to be economic where shear loads are high. Further advice can be found in the guide ‘How to design concrete structures using Eurocode 2: Beams [12] in the ‘How to’ series.
rounded at the corners. The formulae are slightly different than those for beam shear. For instance where shear reinforcement is required, the contribution of the concrete resistance in punching shear is recognised (compared to beam shear where it is not).
αcc and shear αcc is a coefficient applied to the compression block that takes into account long-term effects on the compressive strength and unfavourable effects resulting from the way in which load is applied. According to EN 1992-1-1, αcc = 1.0. However, the UK National Annex to BS EN 1992-1-1 makes αcc = 0.85 for flexure and axial load and 1.0 for other phenomena. Generally, the spreadsheets adopt αcc = 1.0 for shear.
Deformation Generally, serviceability checks for deformation may be carried out using ‘deemed to satisfy’ span to effective depth rules that are similar to those in BS 8110. However, if a more detailed check is required, Eurocode 2 gives guidance which varies from the rules in BS 8110 Part 2. More rigorous approaches may be used if required and are covered in the ‘R’ (for Rigorous) series of spreadsheets. The methods employed are described in more detail in Deflections in concrete slabs and beam [30].
Detailing The rules for determining the anchorage and lap lengths are more complex than the simple tables in BS 8110. Eurocode 2 considers the effects of, amongst other things, the position of bars during concreting, the shape of the bar and cover. Designers and detailers are directed to more specialised references for further guidance eg IStructE/Con Soc Detailing Manual [28 ].
Applied shear force (VEd) is compared with three values for the resistance (VRd):VRdc = shear capacity of the concrete alone; VRd.max = shear resistance determined by the capacity of the notional concrete struts VRds = capacity of a section with shear reinforcement. The formula for VRds can be rewritten to give the area of shear reinforcement required per unit length. Asw/s With respect to punching shear, checks are carried at 2d from the face of the column and for a rectangular column, the perimeter is 184
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TCC11 Element Design.xls
TCC11 Element Design.xls TCC11.xls includes sheets for designing ■ Solid slabs ■ Rectangular beams and ■ T beams (and ribbed slabs) for bending ■ Beam shear ■ Columns with axial load and bending about one axis.
TCC11.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. Spanto-depth ratios and other ‘NDP’ values are taken from the UK National Annex (part of reference 3).
SLAB! This sheet designs a section of solid slab in a single simply supported span, in a continuous end or internal span, at supports 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 user should choose from the list of usage (dwelling, office/ store, parking etc.), which governs the proportion of imposed load affecting long-term deflection. Eurocode 2 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 ‘cover’ specified at D12 should be the normal cover including the allowance in design for deviation ∆cdev. This allowance is spccified in cell D13 and is used in the checking of allowable maximum bar size.
RECT~BEAM! This sheet designs a rectangular beam in a single simply supported span, in a continuous end or internal span, at supports or as a cantilever. These choices have a bearing on deflection limitations and the user should choose the appropriate location from the combo-box to the right hand side. The user 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. ψ2 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.
TEE~BEAM! TEE~BEAM! designs T beams and L beams in single simplysupported span, end span, internal span or cantilever locations. Again, these choices have a bearing on deflection limitations and the user should choose the appropriate location from the combo-box to the right hand side. With respect to the effective width of the flange, the user may also choose that the section is considered as a tee- or an inverted L beam. Again usage and whether brittle partitions are present must also be selected. A default value for the width of the flange bf must be input. Tips for values of bf ,max are given in cells J18 and:J19. In the determination of compression steel, where the neutral axis lies below flange, the concrete in web, bw, below the flange has been ignored. In order to calculate the appropriate deflection factor for compression reinforcement, there is a facility to specify the diameter of 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.
SHEAR! This sheet designs beams for shear. Input is (we hope) selfexplanatory. Providing the applied load is fundamentally a UDL, or where the principal load is located further than 2d from the face of the support, Eurocode 2 allows shear to be checked at d from the face of support (as does BS 8110).The value of shear force, VEd, input at G11 can, provided there is diagonal compression and continuity of tension reinforcement for at least 2.5 d from the face of support, be evaluated at d from the face of support (see Clause 6.2.2(6)). Cell H11, requires the relevant ultimate uniformly distributed load to be specified. 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 to give the distance for which this arrangement is required before reverting to nominal link arrangement. 185
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COLUMN! This spreadsheet designs symmetrically reinforced rectangular columns bent about one axis where both axial load, NEd , and maximum design moment, MEd , are known. It is based on Eurocode 2 Figure 6.1 and 3.5. The spreadsheet iterates x/h to determine where the neutral axis lies. Assuming a value of x allows strains and therefore stresses to be determined using the principles shown in Figure 6.1. From these stresses the area of steel required for the design moment MEd and design axial load can be determined seperately. The neutral axis depth x is adjusted until the areas of steel considering MEd and NEd match. 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.
Kϕ = 1 + βϕef where β = 0.35 + (fck/200) – (λ/150) where λ = slenderness ratio l0/i where i = radius of gyration of the uncracked concrete section = h/3.46 for rectangular sections, where h is the depth in the direction under consideration and i = d/4 for circular sections where d is the diameter. ϕef = effective creep coefficient as defined in 5.6.1. lo = effective length of column In columns in an unbraced structures MEd = M02 + M2
Please note that for ‘stocky’ columns i.e. when λ ≤λ lim MEd = M02 = M + eiNEd where M = numerically higher moment from first order analysis ei = lo/400 ≤ (h/30) ≤ 20mm for columns in braced systems NEd = design axial action at ULS.
M02 M
M0e + M2
When λ >λllim, i.e when ‘slender’, the design bending moment in a column in a braced structure is: MEd= Maximum of {M0Ed + M2 ; M02 ; M01 + 0.5 M2} (see figure) where M0Ed = equivalent first order moment including the effect of imperfections (at about mid height) and may be taken as = M0e where M0e = (0.6M02 + 0.4M01) ≥ 0.4 M02 Note: M01 and M02 should have the same sign if they give tension on the same side. Attention should be paid to the sign of the bending moments. M2 = nominal second order moment in slender columns = NEd e2 where NEd = design axial action at ULS e2 = deflection = (1/r)l02/10 where 1/r = curvature = KrKϕ (fyd /(Es0.45d)) where Kr = (nu – n)/(nu – nbal) ≤ 1.0 where nu = 1 + ω where ω = mechanical reinforcement ratio = (As/Ac)(fyd/fcd) as in 5.6.1 above n = NEd/Acfcd as defined in 5.6.1 above; nbal = value of n corresponding to the maximum moment of resistance and may be taken as 0.4 Note: Kr may be derived fom column charts.
e iNE d
M02
M2 = NEd e 2
M01 moments for ‘stocky ’ columns
M02
=
+
First order
M0e + M2
0.5 M2 Additional second order moments for ‘slender columns ’
M01 + 0.5 M2 Total moment diagram for ‘slender columns ’
Moments in slender columns
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). 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 bending, and the method given in Clause 5.8.9 must be adhered to, i.e.,TCC53.xls or sheets 2 and 3 of TCC51.xls should be used.
Theoretical shortfalls in area of up to 2% are considerer 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
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TCC11 Element Design.xls is made in the area of concrete occupied by reinforcement. Maximum link centres are given in Clause 9.5.2[4]. Column shear should be checked separately, in the event that this is likely to be critical.
INDIRECT! This spreadsheet considers indirect supports, e.g. where one beam is supported by another, to calculate additional legs of links required in the supporting beam.
Refs! This sheet comprises the values for Nationally Determined Parameters that have been used in the spreadsheet. These data reflect the values given in draft UK National Annexes for BS EN 1990, BS EN 1992 -1-1 and BS EN 1992-1-2 Designers should ensure that these data are current when the spreadsheet is used. When using TCC11 for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations.
Notes! This sheet gives disclaimers and revision history.
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TCC11 Element Design/ SLAB!
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TCC11 Element Design.xls TCC11 Element Design/ RECT~BEAM
Section design to Eurocode 2 (BS EN 1992-1)
RECTANGULAR BEAMS Originated from TCC11.xls, v 1.3 on CD
INPUT
© 2003-2005 TCC
Beam type END SPAN
Location 1st Floor, Span 1
M span h b gk qk 2 =
kNm mm mm mm kN/m kN/m
0.6
370.0 0.85 8000 500 300 25.80 20.00 Shopping
fck fyk Steel class
30 500 A
REBAR
Ø
c = 1.50 s = 1.15 c,dev 10
N/mm² N/mm² COVER
to main bars
Tension 32 42 Comp'n 20 35 Side -42 brittle partitions? YES
OUTPUT 1st Floor, Span 1 . Effective depth, d = 500 - 42 - 32/2 = 442.0 mm Neutral axis, x = [442-(442² -2E6x370x1.5/0.85/300/30)]/0.8 = 272.2 mm (x/d) limit = 0.450 x/d actual = 0.616 > 0.450, x = 198.9 mm Lever arm, z = 442 - 0.4 x 198.9 = 362.4 mm d2 = 35 + 20/2 = 45 mm Gross fsc = 434.8 N/mm² from strain diagram Net fsc = 434.8 - 0.85 x 30 /1.5 = 417.8 N/mm² Excess M = 370 - 294.1 = 75.9 kNm Compession steel, As2 = 75.9E6 /417.8 /(442 - 45) = 457 mm² PROVIDE 2H20 COMPRESSION STEEL = 628 mm² Steel stress, fyd = 434.8 N/mm² from strain diagram ρ = 280 N/mm² Tension steel, As = 294.1E6/362.4/434.8 + 457.5 x 417.8/434.8 = 2306 mm² 9.2.1.1 (1) As min = 1.3 x 300 x 500 = 200 mm² 7.3.2 (1) As crack = 400 x 0.86 x 2.896 x 68.1/500 = 136 mm² . 7.4.2 As def = 2341 mm² PROVIDE 3H32 TENSION STEEL = 2413 mm² DEFLECTION QP M =370 x 37.8 /64.8 = 253.8 kNm s = 280 N/mm² 7.4.2 (2) Modification factor = 310 /280.0 = 1.107 Permissible L/d = 1.107 x 0.875 x 18.967 = 18.37 Actual L/d = 8000 /442 = 18.10 ok
.
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TCC11 Element Design/ TEE~BEAM!
Section design to Eurocode 2 (BS EN 1992-1)
SIMPLE TEE & L BEAMS Originated from TCC11.xls, v 1.3 on CD
INPUT
© 2003-2005 TCC
Location 1st Floor, Span 3 to 4
M span h bw bf hf gk qk
kNm
mm mm mm mm mm kN/m kN/m
Beam type END SPAN
275.0 1.00 9000 500 300 840 150 25.80 20.00
fck fyk teel class
30 500 A
N/mm²
REBAR
Ø
COVER
Tension Comp'n Side
25 12 -0.6
35 30 35 Shopping
2 =
c = 1.50 s = 1.15 ǻc,dev 10
N/mm²
brittle partitions? YES OUTPUT 1st Floor, Span 3 to 4 Effective depth, d = 500 - 35 - 25/2 = 452.5 mm Neutral axis, x = [452.5-¥(452.5² -2E6x275x1.5/0.85/300/30)]/0.8 = 56.0 mm (x/d) limit = 0.414 x/d actual = 0.124 ok Lever arm, z = 452.5 - 0.4 x 56.0 = 430.1 > 0.95d = 429.9 mm Tension steel, As = 275.0E6 /429.9 /434.8 = 1471 mm² 9.1.1.1 (1) As min = 1.3 x 300 x 452.5 = 204 mm² 7.3.2 (1) As crack = 400.0 x 0.86 x 2.896 x 87.6 /500 = 175 mm² for deflection, As def = 1893 mm² PROVIDE 4H25 TENSION STEEL = 1963 mm² . Service stress, QP M =275 x 45.8 /64.83 = 160.3 kNm ıs = 202 N/mm² 7.4.2 (2) Modification factor = 310 /201.7 = 1.537 Permissible L/d = 1.537 x 0.638 x 21.005 = 20.59 Actual L/d = 9000 /452.5 = 19.89 ok . . . . ıs = 202 N/mm² . . .
.
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TCC11 Element Design.xls TCC11 Element Design/ SHEAR!
Section design to Eurocode 2 (BS EN 1992-1)
BEAM SHEAR Originated from TCC11.xls, v 1.3 on CD
INPUT
Location
fck
N/mm²
fywk
N/mm²
Main Steel
Ø 25 No 2
OUTPUT 6.2.2 (1) equation (6.6) equation (6.9) 6.2.1 (8) 6.2.2 (1) equation (6.2) 9.2.2 (5) equation (6.9) equation (6.7) 9.2.2 (6)
© 2003-2005 TCC
1st Floor, Span 2 at 2E
30 500
c = 1.50
d
bw
s = 1.15
440
300
Link Ø
Legs
Side cover
VEd
n
10
2
30
258.0
64.8
mm
No
mm
kN at face
kN/m
1st Floor, Span 2 at 2E AsL = 982 mm² = 0.744% ν = 0.6(1 - 30/250) = 0.528 . VRd,max = VEd @ d = k= VRd,c = Asw/s (min)= Asw/s (max) = Asw/s = smax,L =
fcd = 20.0 N/mm² cot = 2.50 1 x 300 x 396.0 x 0.528 x 20.0 /2.90 /1000 = 432.6 kN 258 - 64.8 x 0.44 = 229.5 kN 1 + (200 /440) = 1.674 . 0.12 x 1.674 cube root(0.744 x 30) = 74.7 kN 0.08 x 300 /500 x 30 = 0.263 mm 0.5 x 300 /500 x 1.15 x 0.528 x 20.0 = 3.643 mm 229.5E3 /(396.0 x 434.8 x 2.50) = 0.533 > 0.263 330 mm smax,T = 330 mm 9.2.2 (8)
ok
.
ok ok
PROVIDE 2 legs T10 @ 275 Provide for distance of 825 mm from support face then nominal links = 2 legs T10 @ 325
191
EC2 USERGUIDEv2.indd Sec1:191
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TCC11 Element Design/ COLUMN!
Section design to Eurocode 2 (BS EN 1992-1) SYMMETRICAL RECTANGULAR COLUMN DESIGN MOMENTS ABOUT X AXIS ONLY
COLUMN DESIGN Originated from TCC11.xls, v 1.3 on CD
© 2003-2005 TCC
INPUT
Location Column 2E
fck
35
N/mm²
fyk
500
N/mm²
Axial load, NEd
2507
kN
Moment, MEd
27.0
kNm
Main bar Ø
20
mm
height, h
300 325
mm
Link Ø c =
8 1.50
mm
mm
25
mm
s =
1.15
steel
breadth, b cover (to link )
concrete
CALCULATIONS from MED As = [M - αηfck.b.dc(h/2 - dc/2)] / [(h/2-d2).(σsc+σst).γc] Asc = Ast = As d c = min(h, λx) from NEd As = (N - αηfck.b.dc) / [(σsc - σst).γc] d2 = 43 mm αηfck /γc = 19.8 N/mm² d= 257 mm fyk /γs = 434.8 N/mm² from iteration, neutral axis depth, x = αηfcu.b.dc/γc = Steel comp strain = Steel tens strain = σsc = σst = from M, As =
374.7 1932.1 0.00258 -0.00092 434.8 -183.3 994
dc =
mm
299.7
mm
kN
N/mm² N/mm² mm²
(Comp. stress in reinf.) (Tensile stress in reinf.) from N, As = 994
415 net -163 net mm²
OK
OUTPUT Column 2E Requires 994mm² T&B:Links : -
PROVIDE 12T20 (ie 4T20 T&B - 1257mm² T&B - 3.87% o/a, @80 c/c.) PROVIDE T8 @ 300
Strain diagram
see clause 9.5.2 (4)
Stress diagram 19.8 N/mm²
0.00292
435
0.00258
Notes
0.00092
183 0.00058
Stresses in N/mm2 Compression +ve - - - Neutral axis
192
EC2 USERGUIDEv2.indd Sec1:192
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TCC11 Element Design.xls TCC11 Element Design/ COLUMN!
Section design to Eurocode 2 (BS EN 1992-1)
Indirect Supports Originated from TCC11.xls, v 1.3 on CD
INPUT
Location
fywk h1 h2 bw1 bw2 VEd
OUTPUT
500 300 450 225 300 127.0
© 2003-2005 TCC
1st Floor, Beam 7D-E s = 1.15 N/mm² mm mm mm
Link Ø = 10
mm kN from secondary
1st Floor, Beam 7D-E a = Min(300/2 + 300/3, 300/2) = 150 mm d = Min(450/3 + 225/2, 450/2) = 225 mm fyd = 500 /1.15 = 434.78 N/mm² Extra Asw = 1000 x 127 /434.78 = 292 mm² PROVIDE 4 additional T10 legs within 2a
(and within d,if needed)
Asw,prov = 314 mm²
193
EC2 USERGUIDEv2.indd Sec1:193
17/07/2006 17:11:26
TCC12 Bending and Axial Force.xls This spreadsheet gives an interaction chart for moment against axial load for rectangular sections with asymmetrical reinforcement arrangements. Primarily 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, with compressive axial loads positive and with positive moments inducing 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 M is greater than Mmin as 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.
REFS! This sheet comprises the values for Nationally Determined Parameters that have been used in the spreadsheet. These data reflect the values given in draft UK National Annexes for BS EN 1992-1-1. Designers should ensure that these data are current when the spreadsheet is used. When using TCC12 for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations.
Notes! This sheet gives disclaimers and revision history.
194
EC2 USERGUIDEv2.indd Sec1:194
17/07/2006 17:11:31
TCC12 Bending and Axial Force.xls TCC12 Bending and Axial Force/ MAIN!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
Beam C1-2, Level 3
Date
RMW Checked
BENDING AND AXIAL FORCE to EN 1992-1 : 2003 Originated from TCC12.xls v 3.0 on CD
Revision
chg
© 2002-2005 TCC
Page
30-Jun-06
-
195 205 Job No
FB625
MATERIALS fck fyk
35 500
N/mm²
h b
450 300
mm
γs γc
N/mm²
SECTION
1.15 1.50
COVERS (to main steel) TOP 35 mm BOTTOM 35 mm SIDES 35 mm
mm
REINFORCEMENT Bar Ø 25 32
TOP BOTTOM
No 2 3
Area 982 2413
% 0.727 1.787
Space 180.0 67.0
. .
M:N interaction chart for 450 x 300 section, Grade 35 concrete 5000
4000
AXIAL COMPRESSION, NEd kN
Mmin
3100
3000
2000 1600 1200
1000
0.1Acfck
0 -600 -1000
-2000 -500
-400
-300
-200
-100
0
100
200
300
400
500
MOMENT, MEdxx kNm LOADCASES
(ULS)
NEd
MEd
CASE
NEd
1
3100
-210
2
-600
180
3
1600
280
4
1200
-240
CASE
MEd
195
EC2 USERGUIDEv2.indd Sec1:195
17/07/2006 17:11:32
TCC13 Slab Punching.xls This spreadsheet designs punching shear links. Essentially it is intended to be used with simple rectangular flat slabs to BS EN 1992-1-1, i.e. with TCC33.xls. Equally it can be used 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 remembered that in slabs, traditional links are timeconsuming to fix on site – proprietary systems are generally much quicker to fix on site and this far outweighs first cost. This spreadsheet may be used for some proprietary systems as well as for traditional links.
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 VEd (design shear transferred to column) and
ß VEd (design effective shear including allowance for moment transfer) is required. These figures should be available from subframe analysis e.g. output from TCC33.xls under Reactions. A value of ß VEd, computed from VEd and the factor according to location of the column (BS EN 1992-1-1, Clause 6.4.3) 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
The shear at 2.0d and at the column face are shown under ‘Results’, together with the perimeter (uout) at which shear reinforcement is no longer required. The given solution then indicates the number of link spurs required, with the number, spacing and diameter of the links in each spur. Detailed design calculations are shown to the right of each sheet (off screen). These sheets derive three alternative radial link configurations then check the validity of each before selecting the optimum solution. The amounts of reinforcement per perimeter may be converted to a traditional arrangement of links. 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.
GEOMETRY! This sheet shows the geometrical arrangements of link spurs assumed in the design calculations, which should also be used for detailing purposes.
Gra! This sheet contains charting data
Refs! This sheet contains values for nationally determined parameters used in the spreadsheets.
Notes!
■ Input of Vt alone. Veff defaults to the values given in BS EN
1992-1-1, Clause 6.4.3
This sheet gives disclaimers and revision history.
or ■ Input of VEd alone. ß VEd defaults to the values given in BS EN
1992-1-1, Clause 6.4.3 The spreadsheet asks for the areas of steel in the two directions. These 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 may be appropriate. Holes more than 6d from the column face are ignored as in BS EN 1992-1-1, Clause 6.4.2 (3). Multiple holes should be aggregated pro-rata as if they were one hole at one location. 196
EC2 USERGUIDEv2.indd Sec1:196
17/07/2006 17:11:38
TCC13 Slab Punching.xls TCC13 Slab Punching/ INTERNAL!
Project
Spreadsheets to EC2
Client
Advisory Group
Location
The Concrete Centre Made by
ECBP Typical Floor Column B3
rmw INTERNAL Checked
PUNCHING SHEAR to BS EN 1992-1: 2004
Originated from TCC13.xls Version 3.0 on CD © 2003-2006 TCC
2
MATERIALS
fck N/mm 35 2 fyk N/mm 500 Steel class A
DIMENSIONS
LOADING
A B G
VEd ult UDL
SLAB
h
mm mm mm
kN kN/m2
mm
400 400 150
965.5 16.10 250
VEd = 1060.7 kN RESULTS 2 At hole face, vEd = 3.612 N/mm
Date
COLUMN
STATUS VALID DESIGN . mm mm
200 50 150
ß VEd =
kN
1060.7
dx dy d
mm
215 195 205
mm mm
30-Jun-2006 Revision
chg
197 207
Job No
-
FB625
LEGEND
E F H
mm
Page
vRd,c = At 2d perimeter, vED,red = Uout required =
2 Asx mm /m 2 Asy mm /m 100ρL %
0.7199 1.3793 6542
N/mm2
1608 1608 0.786
in B + 6d in A + 6d
Equation (6.47)
N/mm2 mm
Equation (6.54)
SOLUTION Fig 6.22 (A) 12 link spurs of 5H10 @ 135 84 links plus 12 spurs of 2H10 @ 135 Sr = 135 mm St = 175.7 mm (6.52) & (9.11) Asw/Sr req = 6.949 Asw/Sr prov = 6.981 mm First link perimeter 100 mm from column face Uout = 7389 mm > 6,542 mm SPUR See GEOMETRY page for link locations. PLAN Some links shown may need to be re-located to avoid holes.
197
EC2 USERGUIDEv2.indd Sec1:197
17/07/2006 17:11:40
TCC13 Slab Punching/ EDGE!
Project
Spreadsheets to EC2
Client
Advisory Group
Location
The Concrete Centre Made by
Column B2
rmw EDGE Checked
PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls Version 3.0 on CD © 2003-2006 TCC
MATERIALS
2 fck N/mm 35
STATUS
2 fyk N/mm 500
VALID DESIGN
mm
400
E
mm
-75
B
mm
250
F
mm
-275
G
mm
150
H
mm
150
ß VEd =
kN
627.7
dx dy d
mm
215 195 205
VEd ult UDL
SLAB
mm
0
kN
500.9 16.10
kN/m2
h
mm
250
mm mm
VEd = 627.7 kN
RESULTS
30-Jun-2006 Revision
chg
198 208 Job No
-
FB625
LEGEND
A
D LOADING
COLUMN
Page
.
Steel class A DIMENSIONS
Date
2
At col. face, vEd = 4.069 N/mm
2 Asx mm /m 2 Asy mm /m 100ρL %
2
vRd,c =
0.7248
N/mm
At 2d perimeter, vED,red =
1.9656
N/mm2
Uout required =
3371
mm
2010 1340 0.802
in B + 3d+D in A + 6d
Equation (6.47)
Equation (6.54)
SOLUTION Fig 6.22 (A) 7 link spurs of 5H10 @ 110
35 links
. Sr = 110 St = 157.6 mm (6.52) & (9.11) Asw/Sr req = 4.886 Asw/Sr prov = 4.998 mm First link perimeter 100 mm from column face Uout = 3528 mm > 3,371 mm
mm
SPUR See GEOMETRY page for link locations. Some links shown may need to be re-located to avoid holes.
PLAN
198
EC2 USERGUIDEv2.indd Sec1:198
17/07/2006 17:11:47
TCC13 Slab Punching.xls TCC13 Slab Punching/ CORNER!
Project Client Location
The Concrete Centre
Spreadsheets to EC2 Advisory Group
Made by
Columns A1, D1, A5 & D5
rmw
PUNCHING SHEAR to BS EN 1992-1: 2004
CORNER Checked
Originated from TCC13.xls Version 3.0 on CD © 2003-2006 TCC
COLUMN
2 fck N/mm 35
MATERIALS
fyk
N/mm2
500
Steel class A DIMENSIONS
LOADING
400
E
mm
50
mm
250 0 0
F G H
mm
mm
-275 150 150
0
350
mm
215 195 205
VEd
kN 2
kN/m
h
mm
272.0 16.10 250
VEd = 408.0 kN RESULTS 2 At hole face, vEd = 4.185 N/mm
Job No
-
FB625
VALID DESIGN
mm
mm
Revision
chg
199 209
.
B C D
mm
Page
30-Jun-2006
LEGEND
A
ult UDL SLAB
STATUS
Date
dx dy d
mm
mm mm
vRd,c = At 2d perimeter, v = Uout required =
2 Asx mm /m 2 Asy mm /m 100ρL %
2 0.7754 N/mm 2 2.5486 N/mm 1711 mm
2010 2010 0.982
in B + 3d+D in A + 3d+C
Equation (6.47)
Equation (6.54)
SOLUTION Fig 6.22 (A) 4 link spurs of 4H12 @ 130
16 links
. St = 157.6 mm Sr = 130 (6.52) & (9.11) Asw/Sr req = 3.379 Asw/Sr prov = 3.480 mm First link perimeter 100 mm from column face Uout = 1886 mm > 1,711 mm
mm
SPUR See GEOMETRY page for link locations. Some links shown may need to be re-located to avoid holes.
PLAN
199
EC2 USERGUIDEv2.indd Sec1:199
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TCC13 Slab Punching/ REENTRANTS!
Project
Spreadsheets to EC2
Client
Advisory Group
Location
The Concrete Centre Made by
An example
rmw RE-ENTRANT
PUNCHING SHEAR to BS EN 1992-1: 2004
Originated from TCC13.xls Version 3.0 on CD © 2003-2006 TCCCOLUMN
MATERIALS
2 fck N/mm 35
STATUS
2 fyk N/mm 500
VALID DESIGN
Steel class A DIMENSIONS
LOADING
mm
400
E
mm
200
mm
400 -100 -100
F G H
mm mm
-50 100 100
ß VEd =
kN
1065
dx dy d
mm
215 195 205
VEd ult UDL
SLAB
kN kN/m2
h
mm
478.0 16.10
30-Jun-2006 Revision
chg
200 210 Job No
-
FB625
.
B C D
mm
Page
LEGEND
A
mm
Date
250
VEd = 1064.9 kN RESULTS 2 At col. face, vEd = 3.974 N/mm
mm
mm mm
vRd,c = At 2d perimeter, v = Uout required =
2 Asx mm /m 2 Asy mm /m 100ρL %
0.6774 1.7068 3442
N/mm2
1340 1340 0.654
in B + 6d in A + 6d
Equation (6.47)
N/mm2 mm
Equation (6.54)
SOLUTION Fig 6.22 (B) 12 link spurs of 3H10 @ 115
36 links
. Sr = 115 St = 130 mm (6.52) & (9.11) Asw/Sr req = 8.030 Asw/Sr prov = 8.195 mm First link perimeter 100 mm from column face Uout = 4212 mm > 3,442 mm
mm
SPUR See GEOMETRY page for link locations. Some links shown may need to be re-located to avoid holes.
PLAN
200
EC2 USERGUIDEv2.indd Sec1:200
17/07/2006 17:12:03
TCC14 Crack Width.xls
TCC14 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 cracks are formed in the surrounding concrete: cracks in reinforced concrete structures cannot be avoided. In day-today practical design, crack widths are controlled by limiting the maximum spacing 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 EN 1992-1-1, Section 7.3. Recommended maximum crack widths for the various exposure classes are given in Table 7.1N (BS) of the National Annex to BS EN 1992-1-1. Essentially crack widths for reinforced concrete members under quasi-permanent loading is restricted to 0.3mm. For exposure conditions XO and XCI this limit may be relaxed [to 0.4mm]. The calculations shown are in accordance with Section 7.3.4 of BS EN 1992-1-1 and should be self-explanatory. For bridges reference should be made to BS EN 1992-2 Section 7.3 and the appropriate National Annex. For liquid retaining structures refer to BS EN 1992-3 Section 7
Notes! This sheet contains disclaimers and revision history.
201
EC2 USERGUIDEv2.indd Sec1:201
17/07/2006 17:12:10
TCC14 Crack widths/ RECTANGULAR!
Project
The Concrete Centre
Spreadsheets to EC2
Client Advisory Group Location Grid line 1
Made by
rmw Checked
FLEXURAL CRACK WIDTH CALCULATION to BS EN 1992-1 : 2004 Originated from TCC14.xls v3.0 on CD
© 2002-2005 BCA for RCC
RECTANGULAR
Date 30-Jun-06
Page
202 212
Revision Job No
chg
-
565 129 314 31 200 12 L 25
mm2 mm mm2
FB625
LEGEND
INPUT fck = fyk = b= h= QP moment, M = Age at cracking = Cement type = Creep factor, =
30 500 1000 160 24.9 14 N 2.0
N/mm2 N/mm2 mm mm KNm days (S, N, R or RS)
Area of tension steel, As = d= Area of compression steel, As2 = d2 = Maxmum tension bar spacing, S = Max tension bar dia, Øeq = Short term or long term ? Cover to As, c =
mm mm mm (S or L) mm
CALCULATIONS modulus of elasticity of concrete = 22[(f ck+8)/10]0.3
Ecm =
32.8
Gpa
moduli of elasticity of steel
Es =
200.0
Gpa
Modular ratio
e =
18.27
' = 0.0024 mean concrete strength at cracking mean concrete tensile strength uncracked neutral axis depth [bh²/2+(e-1)(Asd+As2d2)]/[bh+(e-1)(As+As2)]
= fcm,t = fct,eff =
0.0044 34.26 2.61
Mpa Mpa
xu =
81.21
mm
bh³/12+bh(h/2-x)²+(e-1)[As(d-x)²+As2(x-d2)²]
Iu =
378
mm4 106
cracking moment = f ctI/(h-x)
Mcr =
12.51
kNm
uncracked 2 nd moment of area
< 24.9 kNm section is CRACKED fully cracked x = d[-e( - ') + {e²( - ')²+2e( + 'd2/d)}½]
xc =
41.19
mm
concrete stress = M/[bx(d-x/3)/2+(e-1)As2(x-d2)/x(d-d2)] stress in tension steel = ce(d-x)/x
c = s =
9.939 387.2
Mpa Mpa
effective tension area = min[2.5(h-d), (h-x)/3, h/2]b As /Ac,eff max final crack spacing = min[1.3/(h-x),3.4c+0.17Ø/ p,eff)]
Ac,eff = p,eff =
39605 0.0143
mm2
sr,max =
154.5
mm
sm-cm = Wk =
1474.6
µstrain
0.228
mm
average strain for crack width calculation CALCULATED CRACK WIDTH
202
EC2 USERGUIDEv2.indd Sec1:202
17/07/2006 17:12:11
TCC14 Crack Width.xls TCC14 Crack widths/ SPANTEE!
Project
The Concrete Centre
Spreadsheets to EC2
Client Advisory Group Location Grid line 2
Made by
rmw
FLEXURAL CRACK WIDTH CALCULATION to BS EN 1992-1 : 2004 Originated from TCC14.xls v3.0 on CD
© 2002-2005 BCA for RCC
TEE IN COMPRESSION
Checked
Date 30-Jun-06
Page
33 203
Revision Job No
chg
-
FB625
LEGEND
INPUT fck = fyk = bw = h= bf = hf = QP moment, M = Age at cracking = Cement type = Creep factor, =
2
Area of tension steel, As = 35 N/mm2 N/mm2 d= 500 Area of compression steel, As2 = 300 mm d2 = 450 mm Maxmum tension bar spacing, S = 2170 mm Max tension bar dia, Øeq = 125 mm 114.2 KNm Short term or long term ? 14 days Cover to As, c = N (S, N, R or RS) 2.0 modulus of elasticity of concrete = 22[(fck+8)/10]0.3 Ecm =
1473 399.5 236 33 87 25 L 38
mm mm 2 mm
34.1
Gpa
moduli of elasticity of steel
Es =
200.0
Gpa
Modular ratio
e =
17.61
mean concrete strength at cracking mean concrete tensile strength uncracked neutral axis depth [bwh²/2+(bf-bw)hf²/2+(e-1)(Asd+As2d2)]/[bwh+(bf-bw)hf+(e-1)(As+As2)]
fcm,t = fct,eff =
38.77 2.89
Mpa Mpa
xu =
138.21
mm
bwh³/12+bwh(h/2-x)²+(bf-bw)hf³/12+(bf-bw)hf(x-hf/2)²+(e-1)[As(d-x)²+As2(x-d2)²]
Iu =
6653
mm4 106
cracking moment = fctI/(h-x)
Mcr =
61.75
kNm
CALCULATIONS
mm mm mm (S or L) mm
uncracked 2nd moment of area
< 114.2 kNm section is CRACKED xc = 85.53 fully cracked x (within flange) c = concrete stress (x within flange) 3.234 stress in tension steel = ce(d-x)/x s = 209.0 effective tension area = min[2.5(h-d), (h-x)/3, h/2]bw As /Ac,eff max final crack spacing = min[1.3/(h-x),3.4c+0.17Ø/ p,eff)] average strain for crack width calculation CALCULATED CRACK WIDTH
mm Mpa Mpa mm2
Ac,eff = p,eff =
36447 0.0404
sr,max =
234.4
mm
sm-cm = Wk =
800.1
µstrain
0.188
mm
203
EC2 USERGUIDEv2.indd Sec1:203
17/07/2006 17:12:19
TCC14 Crack widths/ SUPPORTTEE!
Project
The Concrete Centre
Spreadsheets to EC2
Client Advisory Group Location Grid line 2
Made by
rmw TEE IN TENSION
FLEXURAL CRACK WIDTH CALCULATION to BS EN 1992-1 : 2004 Originated from TCC14.xls v3.0 on CD
© 2002-2005 BCA for RCC
Checked
Date 30-Jun-06
Page
204 33
Revision Job No
chg
-
FB625
LEGEND
INPUT fck = fyk = bw = h= bf = hf = QP moment, M = Age at cracking = Cement type = Creep factor, = CALCULATIONS
2 Area of tension steel, As = 35 N/mm N/mm2 d= 500 Area of compression steel, As2 = 300 mm d2 = 450 mm Maxmum tension bar spacing, S = 1222 mm Max tension bar dia, Øeq = 125 mm 147 KNm Short term or long term ? 14 days Cover to As, c = N (S, N, R or RS) 2.0 modulus of elasticity of concrete = 22[(fck+8)/10]0.3 Ecm =
2
mm mm 2 mm
1000 417 236 34 87.4 10 L 28
mm mm mm (S or L) mm
34.1
Gpa
moduli of elasticity of steel
Es =
200.0
Gpa
Modular ratio
e = =
17.61
' = 0.0019 mean concrete strength at cracking mean concrete tensile strength uncracked neutral axis depth [bwh²/2+(bf-bw)hf(h-hf/2)+(e-1)(Asd+As2d2)]/[bwh+(bf-bw)hf+(e-1)(As+As2)]
fcm,t = fct,eff =
0.0080 38.77 2.89
Mpa Mpa
xu =
303.18
mm
bwh³/12+bwh(h/2-x)²+(bf-bw)hf³/12+(bf-bw)hf(h-x-hf/2)²+(e-1)[As(d-x)²+As2(x-d2)²]
Iu =
4572
mm4 106
cracking moment = fctI/(h-x)
Mcr =
90.12
kNm
nd
uncracked 2 moment of area
< 147 kNm section is CRACKED fully cracked x = d[-e( - ') + {e²( - ')²+2e( + 'd2/d)}½]
xc =
162.30
mm
concrete stress = M/[bx(d-x/3)/2+(e-1)As2(x-d2)/x(d-d2)] stress in tension steel = ce(d-x)/x
c = s = hc,eff =
14.668 405.3 82.50
Mpa Mpa mm
Ac,eff = p,eff =
100815 0.0099
mm2
sr,max =
266.6
mm
sm-cm = Wk =
1341.0
µstrain
0.357
mm
height of tension zone = min[2.5(h-d), (h-x)/3, h/2] effective tension area As /Ac,eff max final crack spacing = min[1.3/(h-x),3.4c+0.17Ø/ p,eff)] average strain for crack width calculation CALCULATED CRACK WIDTH
204
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TCC21 Subframe Analysis.xls
TCC21 Subframe Analysis.xls TCC21 Subframe Analysis.xls analyses sub-frames one bay wide in accordance with BS EN 1992-1-1 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 dimensions of the flange widths, beff, are entered manually, but maximum permitted values can be seen in cells M12:M17. It is important that the correct usage of the members under consideration is selected from the combo-box to the right of the screen, as this affects the magnitude of quasi-permanent SLS moments.
The user 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 user’s preference for calculating span moments (see Table 1). Redistribution input is included close to the bending moment diagrams in order to give the user 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.
Uls! and Sls! These sheets detail the moment distribution analyses carried out for the ultimate and serviceability limit states respectively, but are not necessarily intended for printing out other than for checking purposes. All load cases to BS EN 1992-1-1 are calculated (but see Refs!)
Unwanted data cells are ‘greyed-out’. Supports may be specified by giving dimensions, etc. in C20: J26. The use of C, K or E in column C can alter the characteristics of a support from cantilever to knife-edge to encastre. Where supports are dimensioned, their remote ends (i.e the top of a column above or the bottom of a supporting column below) may be specified as being ‘F’ for fixed or ‘P’ for pinned in spreadsheet columns F and J. 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 support down before progressing to ACTIONS!. UDLs are input as line loads per unit area e.g. 4kN/m2. Ultimate and characteristic support reactions are given at the bottom of the sheet.
ACTIONS!
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.
Refs! This sheet comprises the values for nationally determined parameters that have been used in the spreadsheet. These data reflect the values given in draft UK National Annexes for EN 1990 and EN 1992. Designers should ensure that these data are current when the spreadsheet is used. When using TCC21 for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations. It should be noted that it is possible to switch on the adjacent spans loaded combination by changing ‘b’ to ‘a’ in cell D4. BS EN 1992-1-1 recommends using the adjacent and alternate load arrangements. However to the UK National Annex only the all spans and alternate load arrangements need to be considered.
Notes! This sheet contains disclaimers and revision history.
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 support moments are given. 205
EC2 USERGUIDEv2.indd Sec1:205
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TCC21 Subframe Analysis MAIN!
The Concrete Centre
Project
Spreadsheets to EC2
Client
Advisory Group Worked Examples: Main beam Grids C to J
Location
SUBFRAME ANALYSIS Originated from TCC21.xls
LOCATION
SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6 SUPPORTS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7
5000
Checked
v3.0 on CD
B
to grid
Page
03-Jul-06 Revision
chg
© 2002-2005 TCC
-
206 216 Job No
FB625
Usage: Office
E
LOADING PATTERN
mm
L (m)
h (mm)
bw (mm)
hf (mm)
Type
beff (mm)
6.000 6.000 6.000 6.000
450 450 450 450
300 300 300 300
125 125 125 125
T T T T
2140 1680 1680 2140
SPANS
Date
rmw
to EN 1992-1 : 2004
Supports from grid Bay width
Made by
BS EN 1990: (6.10b)
DEAD IMPOSED
min
max
1.25
1.25 1.50
STATUS OK ABOVE (m)
H (mm)
B (mm)
End Cond
BELOW (m)
H (mm)
B (mm)
End Cond
250 300 300 300 250
250 300 300 300 250
F F F F F
3.750 3.750 3.750 3.750 3.750
250 300 300 300 250
250 300 300 300 250
F F F F F
UDLs (kN/m²)
PLs (kN)
Position (m)
Dead Load
Imposed Load
Position from left
Loaded Length
Dead Load
Imposed Load
Position from left
Loaded Length
37.8
15.0
~~~~~
~~~~~ ~~~~~ ~~~~~
37.8
15.0
~~~~~
~~~~~ ~~~~~ ~~~~~
37.8
15.0
~~~~~
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
37.8
15.0
~~~~~
~~~~~ ~~~~~ ~~~~~
~~~~~
~~~~~ ~~~~~ ~~~~~
3.750 3.750 3.750 3.750 3.750
LOADING DIAGRAM
LOADING Span 1 UDL PL 1 PL 2 Part UDL Span 2 UDL PL 1 PL 2 Part UDL Span 3 UDL PL 1 PL 2 Part UDL
Span 4 UDL PL 1 PL 2 Part UDL Span 5 UDL PL 1 PL 2 Part UDL Span 6 UDL PL 1 PL 2 Part UDL
REACTIONS (kN) SUPPORT
ALL SPANS LOADED MAX ULTIMATE Characteristic Dead Maximum Imposed Minimum Imposed
1
2
3
4
5
178.7 179.3 93.3 41.1 -4.1
454.7 454.7 252.2 100.0 49.8
407.4 407.4 217.0 86.0 43.0
454.7 454.7 252.2 100.0 49.8
178.7 179.3 93.3 41.1 -4.1
206
EC2 USERGUIDEv2.indd Sec1:206
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TCC21 Subframe Analysis.xls TCC21 Subframe Analysis ACTIONS!
Project
Spreadsheets to EC2
Client
Advisory Group
Location
The Concrete Centre Made by
Worked Examples: Main beam Grids C to J
rmw Checked
SUBFRAME ANALYSIS to EN 1992-1 : 2004
Originated from TCC21.xls v3.0 on CD
5
10
Page
207 217
03-Jul-06 Revision
chg
© 2002-2005 TCC
Job No
-
FB625
.
BENDING MOMENTS (kNm) 0
Date
15
20
25
30
0
400
5
10
15
20
25
30
300 250
300
200 150
200
100 100
50 0
0
-50 -100
-100 -150
-200
-200 -250
-300
B
E
Elastic Moments
SUPPORT No
Full SLS M Quasi-permanent M Elastic ULS M Redistributed ULS M δ
B
ULS
1
2
3
4
5
33.2 25.4 44.3 44.3 1.000
203.2 161.2 263.9 224.3 0.850
158.2 119.9 190.8 190.8 1.000
203.2 161.2 263.9 224.3 0.850
33.2 25.4 44.3 44.3 1.000
~ ~ ~ ~ ~
~ ~ ~ ~ ~
~ ~ ~ ~ ~
Redistribution 1
2
3
4
Full SLS M Quasi-permanent M Elastic ULS M Redistributed ULS M δ ULS SHEARS (kN)
137.1 106.2 183.2 188.1 1.027
88.2 62.7 119.8 116.9 0.976
88.2 62.7 119.8 116.9 0.976
137.1 106.2 183.2 188.1 1.027
300
300
200
200
100
100
0
0
-100
-100
-200
-200
-300
-300 5
B
10
15
20
25
SPAN No
30
0
E
Elastic Shears
178.2 179.3
SPAN No
5
10
B
1
Elastic V Redistributed V
kNm/m kNm/m kNm/m kNm/m ~
15.0%
15.0%
SPAN No
0
E
Redistributed Envelope
15
20
Redistributed Shears
2
25
30
E
3
246.5 239.9
218.5 218.2
201.4 203.7
201.4 203.7
218.5 218.2
4
Elastic V
246.5
178.2
~
~
~
~
Redistributed V
239.9
179.3
~
~
~
~
1
2
3
4
5
20.3 20.3 22.2 22.2
-8.8 -8.8 18.1 18.1
10.8 10.8
8.8 8.8 18.1 18.1
-20.3 -20.3 22.2 22.2
COLUMN MOMENTS (kNm) Above ALL SPANS LOADED Below MAXIMUM Above MOMENT Below
ultimate
207
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TCC31 One-way Slabs.xls This spreadsheet analyses and designs up to six spans of one-way solid slabs to BS EN 1992-1-1 using continuous beam analysis. There is user input on each of the first four sheets and the 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) in cells C16:C21. Unwanted data cells are ‘greyed-out’. The use of C, K or E in J17:J18 can alter the characteristics of the end supports from cantilever to knife-edge or encastre. Erroneous 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. It may prove prudent to write down expected values of bending moments at each support down before progressing to ACTIONS!
Current interpretation of EC2 requires that all spans should be loaded with both γGk,sup and γGk,inf , Gk,sup is used initially, and for γGk,inf the “Run γGk,inf Loadcase” button must be activated. A red warning message will appear if this has not been done, or if any relevant input data are subsequently changed. Using γGk,inf (=1.0) leads to higher hogging moments in spans. Maximum moments at supports are taken at centre of supports rather than side of supports as in the beam spreadsheets. Unless overwritten, reinforcement diameter specified for a support carries through both sides of the support, i.e. the diameter specified for the right hand support of a span carries over to the left hand support of the next span. It may be possible to obtain different numbers of bars each side of the support due to differences in depth or to comply with minimum percentage of span steel; issues of practicality and buildability should dictate that the largest number of bars is used throughout for each support. With regard to deflection, the area of steel required, As mm2/m, shown under ‘Design for the Centre’ part of the span, may have been automatically increased in order to reduce service stress, σs, and increase modification factors to satisfy deflection criteria. The percentage increase, if any, is shown under ‘Deflection’.
Support reactions are given at the bottom of the sheet. The top and bottom covers specified at J10:J11 should be nominal covers including ∆cdev. ∆ cdev is required in the checking of maximum bar size allowed.
ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The user 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 user’s preferences. Requesting redistribution at a cantilever produces a warning message in the remarks column.
SPANS! SPANS! designs sections taken at the left, centre and right of each span. The user is required to choose the diameters for top, bottom and if necessary, link reinforcement for each span. The amounts of bending and shear reinforcement required and checks are derived from detailed calculations in Bar! The designer and detailer should agree as to how these minimum reinforcement arrangements are to be rationalised in the final detailed drawings. Unwanted cells are ‘greyed-out’.
With respect to cantilevers, neither compression steel enhancement nor consideration of rotation at supports is included. Hogging moments at 1/4 span are checked and used in the determination of top steel in the centre of spans. Careful examination of the Bending Moment Diagram and Graf! should help to determine whether any curtailment of this reinforcement is warranted (but see shift rule in Eurocode 2 Clause 9.2.1.3). To avoid undue sensitivity, especially with regard to deflection, reinforcement may be theoretically over-stressed by up to 2.5% The top steel in the centre of spans is determined by adding together the steel required for hogging at 1/4 span and the appropriate additional tensile force due to shear ∆Ftd (see CI 9.2.1.3). It is assumed that 100% hogging steel at supports will be curtailed at 0.25 span or max 50% at 0,2 span and 50% at 0.3 span.
WEIGHT! Weight! gives an estimate of the amount of reinforcement for both design and distribution steel required in the slab per bay and per cubic metre. Bay and support widths are required as input.
208
EC2 USERGUIDEv2.indd Sec1:208
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TCC31 One-way Slabs.xls Simplified curtailment rules, as explained above and similar to those used with BS 8110, are used to determine lengths of bars. The figures should be treated as estimates only as they cannot deal with the effects of designers’ and detailers’ preferences, rationalisation, etc, etc. They do not allow for reinforcement in supporting beams or for mesh.
Uls! This sheet details the moment distribution analysis carried out at the ultimate limit state. The following patterns for imposed loading are considered to find a worse case. ■ All spans loaded
Refs! This sheet comprises the values for Nationally Determined Parameters that have been used in the spreadsheet. These data reflect the values given in draft UK National Annexes for EN 1990 and EN 1992. Designers should ensure that these data are current when the spreadsheet is used. When using TCC31 for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations. It should be noted that it is possible to switch on the adjacent spans loaded combination by changing ‘b’ to ‘a’ in cell D6. BSEN 1992-1-1 recommends using the adjacent and alternate load cases. However to the UK NA only the cell spans and alternate load cases need to be considered.
■ Odd spans loaded ■ Even spans loaded ■ Adjacent spans loaded* ● Spans 1 & 2 and 5 & 6 loaded*
Notes! This sheet gives disclaimers and revision history.
● Spans 2 & 3 loaded* ● Spans 3 & 4 loaded* ● Spans 4 & 5 loaded*
* According to the UK National Annex, it is not necessary to consider the adjacent-spans-loaded case and the option of using this case may be switched on or off at Refs!D6. Uls! is not necessarily intended for printing out other than for checking purposes.
Sls! This sheet details the analysis carried out at the serviceability limit states corresponding to full service load and to quasipermanent load. It uses the same load cases as Uls! and finds upper and lower bound limits at 1/20 th points along the spans. Again this sheet is not necessarily intended for printing out other than for checking purposes.
Bar! This sheet shows design calculations, complete with references to BS EN 1992-1-1. It is not necessarily intended for printing out other than for checking or educational purposes. In many instances, service stress, σs, 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.
209
EC2 USERGUIDEv2.indd Sec1:209
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TCC31 One-way Slabs/ MAIN!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab
from A to G
ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1: 2004 Originated from TCC31.xls v3.0 on CD
LOCATION
Supports from grid
A
Date
rmw Checked
Revision
chg
© 2003- 2006 TCC
MATERIALS
220 210 Job No
-
Wk Wk
to grid G
Page
03-Jul-06
FB625
0.4 0.3
mm top
25 25 10
mm
mm btm
COVERS
fck fyk fywk Steel class
30 500 500 B
dg γs γc
N/mm² N/mm² N/mm²
20 1.15 1.50
Top cover Btm cover c,dev
mm steel concrete Usage: Shopping
L (m)
H (mm)
5.000 5.000 5.000 5.000
160 160 160 160
SPANS SPAN 1 SPAN 2 SPAN 3 SPAN 4
BS EN 1990: (6.10b)
SPAN 6
IMPOSED
min
max
1.25
1.25 1.50
Dead
Imposed
Position
Load
Load
from left
7.34
3.00
~~~~
Supt No
Type
1
K
5 K K(nife), C(antilever) or E(ncastre)
LOADING
UDLs (kN/m²) PLs (kN/m) Position (m)
UDL
With brittle partitions
LOADING PATTERN
DEAD
Span 1
mm
SUPPORTS
SPAN 5
LOADING
mm
Span 4 UDL
PL 1
Dead
Imposed
Position
Load
Load
from left
7.34
3.00
~~~~
PL 1
PL 2
PL 2
Span 2
Span 5
7.34
UDL
3.00
~~~~
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
Span 3
Span 6
7.34
UDL
3.00
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
LOADING DIAGRAM
A
G
REACTIONS (kN/m) SUPPORT Characteristic Dead Max Imposed Min Imposed MAX ULTIMATE
1
2
3
4
5
14.42 6.70 -0.80 27.94
41.94 17.14 8.57 75.89
34.08 13.93 6.97 65.65
41.94 17.14 8.57 75.89
14.42 6.70 -0.80 27.94
210
EC2 USERGUIDEv2.indd Sec1:210
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TCC31 One-way Slabs.xls TCC31 One-way Slabs/ ACTIONS!
The Concrete Centre
Spreadsheets to Eurocode 2
Project Client
Advisory Group
Location
Made by
8th Floor slab, from A to G
Date
rmw Checked
ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1: 2004
Originated from TCC31.xls v3.0 on CD
Revision
chg
© 2003- 2006 TCC
Page
211 221
03-Jul-06
Job No
-
FB625
BENDING MOMENT DIAGRAMS (kNm/m) 40
40
30
30
20
20
10
10
0
0
-10
-10
-20
-20
-30
-30 -40
-40 0
2
4
6
8
A
10
12
14
16
18
1
Elastic M Redistributed M
1.000
ßb Redistribution SPAN No Elastic M Redistributed M ßb
0
22
G
Elastic Moments
SUPPORT No
20
2
A
2
3
4
36.6 31.1 0.850 15.0%
24.4 24.4 1.000
36.6 31.1 0.850 15.0%
1
2
3
4
28.8 28.6 0.992
17.4 17.1 0.986
17.4 17.1 0.986
28.8 28.6 0.992
4
6
8
10
12
14
16
18
20
22
G
Redistributed Envelope 5
1.000
~ ~ ~
~ ~ ~
~ ~ ~
~ ~ ~
SHEAR FORCE DIAGRAMS (kN/m) 50
50
40
40
30
30
20
20
10
10
0
0
-10
-10
-20
-20
-30
-30
-40
-40
-50
-50 0
2
4
A
6
8
Redistributed V
Redistributed V
14
16
18
20
22
0
G
1
28.1 27.9
SPAN No Elastic V
12
Elastic Shears
SPAN No Elastic V
10
A
2
4
6
8
10
12
14
Redistributed Shears
2
16
18
20
22
G
3
41.5 40.4
36.6 36.3
32.1 32.8
32.1 32.8
36.6 36.3
28.1 27.9
~ ~
~ ~
~ ~
~ ~
4
41.5 40.4
211
EC2 USERGUIDEv2.indd Sec1:211
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TCC31 One-way Slabs/ SPANS! Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab, from A to G
Date
rmw Checked
ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1: 2004
Originated from TCC31.xls v3.0 on CD
Page
Revision
Job No
chg
© 2003- 2006 TCC
212 222
03-Jul-06 -
FB625 .
.
SPAN 1 ACTIONS
DESIGN
LEFT
Av M δ VEd d As As'
kN/m mm mm²/m mm²/m
B
As prov
mm²/m
As' prov SHEAR vEd vRdct
mm²/m
DESIGN
N/mm2 N/mm2
L/d % As d'/x σs max S
As prov
DEFLECTION & CHECKS
L/d % As d'/x σs max S
B
As prov
129.0 538 194 8
As' @ 250
201 12
B
As prov @ 175
646 .
B
As' prov
Links not required Allowed 39.995 ok
5000 31.1 0.85 40.38 129.0 589 0 12 10
(As increased by 16.2%) ok ok
ok
ok
ok
ok
ok
ok
LEFT
CENTRE
RIGHT
10
196 0.271 0.592 38.760
5000 24.4 1.00 32.83 129.0 458 0
17.1 0.99
As top @ 175 @ 400
129.0 321 194
Y
10
As' prov
196
Y
As prov
12
@ 350
224 0.299 0.592
ok ok
12
@ 175
646
ok ok
646 Y
As' prov SHEAR vEd vRdct
@ 350
0 31.1 0.85 36.31 129.0 589 0 Y
BTM STEEL
10
B
As' prov
38.760
Av M δ VEd d As As'
TOP STEEL
As top @ 250
224 0.203 0.542
SPAN 2 ACTIONS
8
RIGHT
28.6 0.99
201 B
BTM STEEL
DEFLECTION & CHECKS
0 4.3 1.00 27.94 131.0 187 0
mm kNm/m
TOP STEEL
CENTRE
@ 400
Y
As prov @ 350
323 .
Y
As' prov
12
@ 225
503 10
@ 400
196 0.241 0.545
Links not required Allowed 90.491 ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
212
EC2 USERGUIDEv2.indd Sec1:212
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TCC31 One-way Slabs.xls TCC31 One-way Slabs/ SPANS! Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab, from A to G Checked
ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1: 2004
Originated from TCC31.xls v3.0 on CD
SPAN 3 ACTIONS
DESIGN
As prov As' prov SHEAR vEd vRdct DEFLECTION & CHECKS
DESIGN
L/d % As d'/x σs max S
As prov
196
Y
12
Y
As prov @ 350
323 .
Y
As' prov
12 10
ok
ok
ok
ok
ok
ok
ok
ok
ok
LEFT
CENTRE
RIGHT
10
L/d % As d'/x σs max S
38.760
@ 400
196 0.268 0.592
ok
12
@ 175
646
ok
224 0.302 0.592
& CHECKS
As' prov
As' @ 400
5000 31.1 0.85 36.31 129.0 589 0
ok
As' prov SHEAR vEd vRdct DEFLECTION
10
FB625
Links not required Allowed 90.491 ok
28.6 0.99
As top @ 175
646 Y
RIGHT
129.0 321 194
Y
As prov
0 31.1 0.85 40.38 129.0 589 0 Y
BTM STEEL
@ 400
38.760
Av M δ VEd d As As'
TOP STEEL
As top @ 225
196 0.244 0.545
SPAN 4 ACTIONS
10
Job No
17.1 0.99
503 Y
BTM STEEL
12
213 223
Revision
CENTRE
0 24.4 1.00 32.83 129.0 458 0 Y
TOP STEEL
Page
03-Jul-06
chg
© 2003- 2006 TCC
LEFT
Av M δ VEd d As As'
Date
rmw
Y
As' prov @ 350
Y
As prov
129.0 538 194 8
As' @ 250
201 12
Y
As prov @ 175
646 .
Links not required Allowed 39.995 ok
Y
As' prov
5000 4.3 1.00 27.94 131.0 187 0 8
@ 250
201 10
@ 350
224 0.200 0.542
(As increased by 16.2%)
ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
ok
213
EC2 USERGUIDEv2.indd Sec1:213
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TCC31R Rigorous One-way Slabs.xls This spreadsheet allows the estimation of deflections in one-way solid slabs according to BS EN 1992-1-1. Eurocode 2 recognises that members in bending exist in a state partway between uncracked and fully cracked. The spreadsheet considers both construction and design pattern loading in assessing whether a section is cracked or not (i.e. whether the flexural tensile strength of the concrete is exceeded during these stages of the slabs life). Once cracked, it is assumed that a section remains cracked. The spreadsheet is based on TCC31 but has an initial sheet JOBDATA! to allow input of all the variables and performance criteria required. Deflections are given as a range in a chart at the bottom of ACTIONS!
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 supports 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 support down before progressing to ACTIONS! Support reactions are given at the bottom of the sheet.
They are shown as a range due to potential pattern loading. In SPANS!, the worst case is compared with the specified serviceability criteria. It should be noted that the number of assumptions and uncertainties in the material and design criteria and construction process render deflection calculations carried out in this manner can be inaccurate (and usually conservative) compared to actual measured deflections. For instance, a slab’s deflection is very dependent upon whether the slab has cracked in bending during construction or not. The calculated deflections might be regarded as being akin to a 95% confidence limit that they will not be exceeded in service. The spreadsheet analyses and designs up to six spans of one-way solid slabs to BS EN 1992-1-1 using continuous slab analysis. There is user input on each of the first four sheets and choice of reinforcement for each span must be done/ assumed to have been done by the user. Input of spans and loads is in MAIN!, User input is required for bar sizes used in SPANS!
JOBDATA! This sheet consists of the main inputs of material, loading, construction and serviceability criteria pertaining to the calculation of deflection to BS EN 1992-1-1. Users are expected to use their knowledge of the project and judgement in completing this sheet. For creep reference is made to Eurocode 2. Reference may be made to the Concrete Centre publication How to design concrete structures to Eurocode 2: Deflection’(27) for guidance on values to be used. The default values given in this sheet are not unusual.
MAIN! This single sheet consists of the main inputs of span and loads, most of which should be self-explanatory.
ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The user 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 user’s preferences (see Table 1). Requesting redistribution at a cantilever produces a warning message in the remarks column. The chart at the bottom of the page shows calculated deflections at construction of partitions, and ranges for longer term deflections due to patterns of permanent and imposed loading. The worst case is taken in subsequent checks and this might be viewed as being unduly conservative.
SPANS! In SPANS! the user is required to choose top, bottom and where necessary 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’. Eurocode 2 requires that all spans should be loaded with both γGk,sup and γGk,inf (=1.0) γGk,sup is used initially, and for γGk,inf the Run -γGk,inf (=1.35 or 1.25) Loadcase button must be activated. A red warning message will appear if this has not been done, or if any relevant input data are subsequently changed. Using γGk,inf (=1.0) leads to higher hogging moments in spans. Unless overwritten, reinforcement diameter specified for a support carries through both sides of the support, i.e. the diameter specified for the right hand support of a span carries over to the left hand support of the next span. It may be possible
214
EC2 USERGUIDEv2.indd Sec1:214
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TCC31R Rigorous One-way Slabs.xls to obtain different numbers of bars each side of the support due to differences in depth or to comply with the minimum percentage of span steel; practicality may dictate that the maximum number of bars at each support should be used. Hogging moments at 1/4 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.
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 support widths and distribution steel diameters are required as input.
- εc, z, final x, concrete stresses –σc, curvature -1/r, slope and curvature to calculate deflection. The sheet is rather large and 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.
Refs! This sheet comprises the values for nationally determined parameters that have been used in the spreadsheet.
Simplified curtailment rules, similar to those defined in BS 8110, are used to determine lengths of bars.
These data reflect the values given in draft UK National Annexes for EN 1990 and EN 1992.
The figures should be treated as estimates only as they cannot deal with the effects of designers’ and detailers’ preferences, rationalisation, etc. They do not allow for reinforcement in supporting beams or for mesh.
Designers should ensure that these data are current when the spreadsheet is used. When using TCC31R for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations. It should be noted that it is possible to switch on the adjacent spans loaded combination by changing ‘b’ to ‘a’ in cell D6. BSEN 1992-1-1 recommends using the adjacent and alternate load arrangements. However to the UK National Annex only the cell spans and alternate load arrangements need to be considered.
Uls! This sheet details the moment distribution analysis carried out at the ultimate limit state but is not necessarily intended for printing out other than for checking purposes. All load cases to BS EN 1992-1-1 are calculated.
Sls!
Notes! This sheet gives disclaimers and revision history.
This sheet details the analysis carried out at the serviceability limit state at 1/20th points along each span. The results are used in Def!. This sheet is not necessarily intended for printing out other than for checking purposes.
Bar! This sheet shows design calculations, complete with references to prEN 1992-1-1. It is not necessarily intended for printing out other than for checking purposes. In many instances, service stress, σs, has been set to 1.0 or 0.0001 N/mm2 to avoid problems with division by zero.
Def! This sheet calculates deflections at 1/20th points for each span and for each load condition. For each point and loading stage it considers moment, As, As’, d, d2 , uncracked neutral axis depth - x, uncracked inertia - I, cracked neutral axis depth - x, cracked inertia – I, uncracked moment capacity – Mcr, distribution factor 215
EC2 USERGUIDEv2.indd Sec1:215
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TCC31R Rigourous One-way Slabs/ JOBDATA!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab
from A to G
rmw Checked
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1 : 2004 Originated from TCC31R.xls
LOCATION
Supports from grid
MATERIALS fck fyk fywk
35 500 500
Steel class
B
N/mm² N/mm² N/mm²
to grid
dg s c
20 1.15 1.50
03-Jul-06 Revision
COVERS Top cover Btm cover
25 25
mm mm
Concrete density Curing time
25 3
kN/m³ days
Maximum permanent ∆ = L /
SERVICEABILITY CRITERIA Degree of restraint 60% (50% = nominal, 100% = severe)
250 Maximum imposed ∆ = L / 500 Max ∆ affecting partitions = L / 350 Maximum precamber = 50% of permanent ∆ Design Crack width, W k = 0.4 mm top or 0.3 mm btm
CREEP COEFFICIENTS (to Annex A) RH 50 % relative humidity Cement N Type (S, N, or R) AMBIENT TEMPERATURES ºC
LOADING SEQUENCE (loads rationalised to kN/m²) Span 1 Span 2 kN/m² kN/m² Self weight 6.25 6.25 Partitions 1.00 1.00 Other dead loads 1.50 1.50 Permanent imposed 0.45 0.45 Variable load 1.05 1.05 Composite 10.25 10.25
fcm = Ecm =
43 35.781
216 226 Job No
-
G
mm steel concrete
Page
chg
v 3.0 on CD © 2002-2006 TCC
A
Date
N/mm² kN/mm²
FB625
7.4.1(5)
7.4.1(6) 7.4.1(5) Table 7.1
Table 3.1 & Annex B
from 0 to 7 days 20
from 7 to 90 days 20
from 90 days on 20
Span 3 kN/m² 6.25 1.00 1.50 0.45 1.05 10.25
Span 5 kN/m² 0.00 1.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0!
At age Days 7 60 90 90 ∞
Span 4 kN/m² 6.25 1.00 1.50 0.45 1.05 10.25
Span 6 kN/m² 0.00 1.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0!
COMPOSITE E and Ø VALUES - Span 1 (other spans omitted for clarity )
Self weight Partitions Other dead loads Permanent imposed Variable load Composite
To 70 years Et Ø0 kN/mm² 2.63 9.85 1.75 13.00 1.62 13.65 1.75 13.00 2.33
10.75
Quasi-permanent
To 70 years Et Ø0 kN/mm² 2.63 9.85 1.75 13.00 1.62 13.65 1.75 13.00 0 37.77 2.09 11.60
To 60 days Et Ø (t,t0) kN/mm² 1.07 17.33 SW + partitions Construction load from day 14 0.70 21.09
Total load
216
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TCC31R Rigourous One-way Slabs.xls TCC31R Rigourous One-way Slabs/ MAIN!
The Concrete Centre
Project
Spreadsheets to Eurocode 2
Client Location
Advisory Group 8th Floor slab, from A to G
Made by
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1 : 2004
Checked
SPAN 1 SPAN 2 SPAN 3 SPAN 4
L (m)
H (mm)
7.600 7.600 7.600 7.600
250 250 250 250
SPAN 5
LOADING PATTERN DEAD
SPAN 6
min
max
1.25
1.25 1.50
FB625
Dead
Imposed
Position
Load
Load
from left
7.75
2.50
~~~~
Type
1
K K
K(nife), C(antilever) or E(ncastre)
Office Useage LOADING
UDLs (kN/m²) PLs (kN/m) Position (m)
UDL
217 227 Job No
-
Supt No 5
BS EN 1990: (6.10b)
Span 1
Revision
SUPPORTS
IMPOSED
LOADING
Page
03-Jul-06
chg
Originated from TCC31R.xls v 3.0 on CD © 2002-2006 TCC
SPANS
Date
rmw
Span 4 UDL
PL 1
Dead
Imposed
Position
Load
Load
from left
7.75
2.50
~~~~
4.90
~~~~
~~~~
PL 1
PL 2
PL 2
Construction
4.90
~~~~
~~~~
Construction
Span 2
Span 5
7.75
UDL
2.50
~~~~
~~~~
UDL
PL 1
PL 1
PL 2
PL 2
Construction
4.90
~~~~
~~~~
Construction
Span 3
~~~~
~~~~
Span 6
7.75
UDL
2.50
PL 1
PL 2
PL 2
Construction
4.90
~~~~
~~~~
UDL
PL 1
~~~~
Construction
~~~~
~~~~
LOADING DIAGRAM
A
G
REACTIONS (kN/m) SUPPORT Characteristic Dead Max Imposed Min Imposed MAX ULTIMATE
1
2
3
4
5
23.14 8.48 -1.02 41.74
67.31 21.71 10.86 113.34
54.70 17.65 8.82 98.06
67.31 21.71 10.86 113.34
23.14 8.48 -1.02 41.74 217
EC2 USERGUIDEv2.indd Sec1:217
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TCC31R Rigourous One-way Slabs/ ACTIONS!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab, from A to G,
Checked
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1 : 2004
Page
218 228
03-Jul-06 Revision
chg
Originated from TCC31R.xls v 3.0 on CD © 2002-2006 TCC
BENDING MOMENT DIAGRAMS (kNm/m)
Date
rmw
-
Job No
FB625
Redistributed
Elastic
100
100
50
50
0
0
-50
-50 -100
-100 0
2
4
6
8
10
12
14
16
A SUPPORT No
Elastic M Redistributed M ßb Redistribution SPAN No
Elastic M Redistributed M ßb
0
18 20 22 24 26 28 30 32
2
G
A
1 0.0 0.0 1.000
2 83.1 70.6 0.850 15.0%
3 55.4 55.4 1.000 0.0%
4 83.1 70.6 0.850 15.0%
1 64.5 64.9 1.005
2 37.7 38.1 1.011
3 37.7 38.1 1.011
4 64.5 64.9 1.005
SHEAR FORCE DIAGRAMS (kN/m)
4
6
8
10 12 14 16 18 20 22 24 26 28 30 32
G 5 0.0 0.0 1.000
~ ~ ~
~ ~ ~
~ ~ ~ Redistributed
Elastic
80 60 40 20 0 -20 -40 -60 -80
~ ~ ~
100 50 0 -50 -100 0
2
4
6
8
10
12
14
16
0
18 20 22 24 26 28 30 32
A
G 1
SPAN No
Elastic V Redistributed V
41.6 41.7
4
6
8 10 12 14 16 18 20 22 24 26 28 30 32
A
G
2
3
62.0 60.3
54.7 54.0
47.9 49.0
47.9 49.0
54.7 54.0
41.6 41.7
~ ~
~ ~
~ ~
~ ~
4
SPAN No
Elastic V Redistributed V
2
62.0 60.3
DEFLECTIONS (mm) Precamber not included 10 0 -10 -20 -30 -40
SPAN No
SW + parts (inst) Quasi permanent Variable
1 15.8 25.5
2 1.8 4.6
3 1.8 4.6
4 15.8 25.5
#DIV/0!
#DIV/0!
mm mm
5.1
2.3
2.3
5.1
#DIV/0!
#DIV/0!
mm
218
EC2 USERGUIDEv2.indd Sec1:218
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TCC31R Rigourous One-way Slabs.xls TCC31R Rigourous One-way Slabs/ SPANS!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab, from A to G,
Date
rmw Checked
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1 : 2004
Page
Revision
Job No
chg
Originated from TCC31R.xls v 3.0 on CD © 2002-2006 TCC
219 229
03-Jul-06 -
FB625
.
SPAN 1
LEFT
ACTIONS
DESIGN
Av M δ VEd d As As'
kNm/m kN/m mm mm²/m mm²/m
B
TOP STEEL
As prov
mm²/m
As' prov SHEAR vEd vRdct
mm²/m
DEFLECTIONS mm CHECKS
10 10
As top @ 350
N/mm2
B
As' prov @ 250
314 0.184 0.565
N/mm2
B
As prov
ok
SPAN 2 Av M δ VEd d As As' As prov
223 12
As' prov SHEAR vEd vRdct
12 10
@ 125
905
As top @ 125
T
As' prov @ 350
224 0.241 0.572
ok
B
As' prov
T
As prov
0.21
10
@ 250
314 0.262 0.572 0 10%
ok ok
0.21
7600 55.4 1.00 49.03 219.0 613 0 @ 225
T
As prov @ 250
452
ok
@ 125
RIGHT
223 12
12
905
ok ok
219.0 422 219 8
7600 70.6 0.85 60.32 219.0 781 0
Precamber (mm) = Increase btm As by
0.15
T
As' prov
Links not required Permanent = 4.58 < 30.40 Imposed = 2.34 < 15.20 Affecting partitions = 2.81 < 21.71 ok % As ok ok d'/x ok ok σs ok ok
Crack width
B
As prov
38.1 1.01
905 T
BTM STEEL
CHECKS
As' @ 225
CENTRE
0 70.6 0.85 54.04 219.0 781 0 T
TOP STEEL
DEFLECTIONS mm
8
ok
0.00
LEFT
DESIGN
219.0 717 219
Links not required Permanent = 25.53 < 30.40 Imposed = 5.13 < 15.20 Affecting partitions = 9.82 < 21.71 ok % As ok ok d'/x ok ok σs ok ok
Crack width
ACTIONS
RIGHT
64.9 1.01
224 B
BTM STEEL
CENTRE
0 9.7 1.00 41.74 220.0 210 0
mm
0.17
12
@ 175
646 10
@ 350
224 0.210 0.566 0 0%
Precamber (mm) = Increase btm As by ok ok ok ok
0.21
219
EC2 USERGUIDEv2.indd Sec1:219
17/07/2006 17:13:26
TCC31R Rigourous One-way Slabs/ SPANS!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
The Concrete Centre Made by
8th Floor slab, from A to G,
Date
rmw Checked
RIGOROUS ONE-WAY SOLID RC SLAB DESIGN to EN 1992-1 : 2004
LEFT
ACTIONS
DESIGN
Av M δ VEd d As As' As prov
As' prov SHEAR vEd vRdct DEFLECTIONS mm CHECKS
10
As top @ 175
T
As' prov @ 350
224 0.218 0.566
T
As prov
ok
SPAN 4
DESIGN
Av M δ VEd d As As' As prov
@ 250
452
As' prov SHEAR vEd vRdct
12 10
As top @ 125
T
As' prov @ 250
314 0.269 0.572
T
As prov
ok
0.21
10
@ 350
224 0.233 0.572 0 0%
ok ok ok
T
As prov @ 125
905
ok
@ 125
ok
As' @ 225
223 12
12
905
0.21
RIGHT
219.0 717 219 8
7600 70.6 0.85 54.04 219.0 781 0
Precamber (mm) = Increase btm As by
0.17
T
As' prov
Links not required Permanent = 25.53 < 30.40 Imposed = 5.13 < 15.20 Affecting partitions = 9.82 < 21.71 ok % As ok ok d'/x ok ok σs ok ok
Crack width
T
As' prov
64.9 1.01
905 T
BTM STEEL
CHECKS
12
T
As prov
CENTRE
0 70.6 0.85 60.32 219.0 781 0 T
TOP STEEL
DEFLECTIONS mm
As' @ 225
223
ok
0.21
LEFT
ACTIONS
219.0 422 219 8
FB625
RIGHT
Links not required Permanent = 4.58 < 30.40 Imposed = 2.34 < 15.20 Affecting partitions = 2.81 < 21.71 ok % As ok ok d'/x ok ok σs ok ok
Crack width
-
38.1 1.01
646 T
BTM STEEL
12
220 230 Job No
CENTRE
0 55.4 1.00 49.03 219.0 613 0 T
TOP STEEL
Revision
chg
Originated from TCC31R.xls v 3.0 on CD © 2002-2006 TCC
SPAN 3
Page
03-Jul-06
0.15
7600 9.7 1.00 41.74 220.0 210 0 10
@ 350
224 10
@ 250
314 0.176 0.565
Precamber (mm) = Increase btm As by
0 10%
ok ok ok ok
0.00
220
EC2 USERGUIDEv2.indd Sec1:220
17/07/2006 17:13:31
TCC32 Ribbed Slabs (A&D).xls
TCC32 Ribbed Slabs (A&D).xls Using continuous beam analysis, this spreadsheet analyses and designs up to six spans of ribbed slab to EN 1992-1-1[3]. There is user input on each of the first three sheets and choice of reinforcement for each span is implicit.
It should be noted that hogging moment is checked both at the centre of support (solid section) and the solid/ rib intersection (ribbed section). As the moments at the solid/ rib intersection each side of the support may differ, it may be possible to obtain a design giving different numbers of bars each side of the support.
MAIN!
Practicality should dictate that the maximum number of bars at each support is used for detailing.
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 ‘greyedout’. The use of C, K or F can alter the characteristics of the end supports 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 shears per rib. Great care should be taken to ensure this sheet is completed correctly for the case in hand. Combo-boxes to the right under ‘Operating Instructions’ define minimum bar sizes to be used (e.g. at supports between ribs), the type of usage of the slab (this affects the magnitude of quasipermanent SLS moments) and whether the user 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, support reactions are given.
ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The user 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 user’s preferences. See Table 1.
SPANS! In SPANS! the user 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 top steel in the centre of spans is determined by adding together the steel required for hogging at 0.25L (¼ span) and the appropriate additional tensile force due to shear = ∆ Ftd (see BS EN 1992-1-1 9.2.1.3). Similarly at 3/4 span. The higher figure is used to determine for top steel in the span. It is assumed that 100% hogging steel at supports is curtailed at 0.25L or a maximum of 50% is curtailed at 0.2L span and the remainder at 0.3L. With regard to deflection, the area of steel required, As mm2/m, shown under ‘Design for the Centre’ part of the span, may be automatically increased in order to reduce service stress, σs, and therefore 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 supports is included.
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, similar to those defined in BS 8110, are used to determine lengths of bars. The figures should be treated as estimates only as they cannot deal with the effects of designers’ and detailers’ preferences, rationalisation, etc. They do not allow for reinforcement in supporting beams or for mesh.
Uls! This sheet details the moment distribution analysis carried out at the ultimate limit state. The following patterns for imposed loading are considered to find a worse case. ■ All spans loaded ■ Odd spans loaded ■ Even spans loaded ■ Adjacent spans loaded* ● Spans 1 & 2 and 5 & 6 loaded*
The reinforcement diameter specified for a support carries through both sides of the support, i.e. the diameter specified for the right hand support of a span carries over to the left hand support of the next span.
● Spans 2 & 3 loaded* ● Spans 3 & 4 loaded* ● Spans 4 & 5 loaded*
221
EC2 USERGUIDEv2.indd Sec1:221
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* According to the UK National Annex, it is not necessary to consider the adjacent-spans-loaded case and the option of using this case may be switched on or off at Refs!D6. Uls! is not necessarily intended for printing out other than for checking purposes.
Sls! This sheet details the analysis carried out at the serviceability limit states corresponding to full service load and to quasipermanent load. It uses the same load cases as Uls! and finds upper and lower bound limits at 1/20th points along the spans. Again this sheet is not necessarily intended for printing out other than for checking purposes.
Bar! This sheet shows design calculations, complete with references to prEN 1992-1-1. It is not necessarily intended for printing out other than for checking purposes. In many instances, service stress, ss, 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.
Refs! This sheet comprises the values for nationally determined parameters that have been used in the spreadsheet. These data reflect the values given in draft UK National Annexes for EN 1990 and EN 1992. Designers should ensure that these data are current when the spreadsheet is used. When using TCC31R for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations. It should be noted that it is possible to switch on the adjacent spans loaded combination by changing ‘b’ to ‘a’ in cell D6. BSEN 1992-1-1 recommends using the adjacent and alternate load arrangements. However to the UK National Annex only the cell spans and alternate load arrangements need to be considered.
Notes! This sheet gives disclaimers and revision history.
222
EC2 USERGUIDEv2.indd Sec1:222
17/07/2006 17:13:38
TCC32 Ribbed Slabs (A&D).xls TCC32 Ribbed Slabs (A&D)/ MAIN!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
The Concrete Centre Made by
Location 3rd Floor slab
from 1 to 5a
RIBBED SLABS to EN 1992-1: 2004 Originated from TCC32.xls
LOCATION
Supports from grid
MATERIALS fck fyk fywk
35 500 500
Steel class Density
A 25
1
N/mm²
dg γs γc
N/mm²
Wk
N/mm²
(Normal weight concrete)
SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6
v 3.0 on CD
Revision
5a
20 1.15 1.50 0.40
mm
0.30
mm btm
chg
-
Left
Right
8.000 9.000 8.000
275 275 275
300 450 450
450 450 300
25 30 30 10
mm
slab depth, hf
100
mm
Rib width Centres 1 in
150 900 10
mm
concrete mm top
mm mm mm
RIBS
mm
taper
SUPPORTS Support No
Type
1 K 4 K K(nife), C(anti(antilever) or E(ncastre) Usage: Vehicle 22.7 x 1.331 x 1.000 = 30.28 allowed
H10 @ 350 T in span OK
285
EC2 USERGUIDEv2.indd Sec1:285
17/07/2006 17:18:06
TCC71 Stair Flight & Landing - single/ LANDING!
Project
Spreadsheets to EC2
Client
Advisory Group
Location
South Staircase
The Concrete Centre Made by
Date
rmw
STAIR FLIGHTS AND LANDINGS to EN 1992-1: 2004
Originated from TCC71.xls v3.0 on CD
LANDING
Checked
Page
03-Jul-06 Revision
chg
© 2005 TCC
296 286 Job No
FB625
MATERIALS fck fyk dg Cover
30 500 20 25
DIMENSIONS a = 1200 b = 1200 c = 250 d = 175 LOADING LANDING
c 1.5 concrete s 1.15 steel Density 25 kN/m³ (Normal weight concrete)
N/mm² N/mm² mm mm
mm mm
Min bar Ø = 10 Max bar Ø = 16 Nominal top steel ? Y
depth, h = 175 mm width, w = 1200 mm
mm
L = 3000 mm
mm
Imposed Finishes Slab
4.00 1.50 4.38
gk
qk
kN/m² kN/m²
73.50 kN ult 61.25 kN/m ult
68.12 kN ult 56.77 kN/m ult
kN/m²
Flight a reaction 21.54
11.16
kN/m
Flight b reaction 16.91
8.84
kN/m
n = 1.25 x 5.88 + 1.5 x 4.0 = 13.34 kN/m² n1 = (1.25 x 21.54 + 1.5 x 11.16)/1.20 = 36.37 kN/m² n2 = (1.25 x 16.91 + 1.5 x 8.84)/1.20 = 28.64 kN/m²
DESIGN Zero shear is at (61.25 - 2.33) /(13.34 + 36.37) + 0.175 = 1.360 m from left M = 61.25 x 1.360 - 13.34 x 1.360²/2 - 36.37 x 1.185²/2 = 45.43 kNm/m d = 175 - 25 - 8 = 142 mm K = 0.0751 As = 792 mm²/m PROVIDE H16 @ 160 B = 1257 mm²/m s = 310.1 Mpa Enhanced by 50.0 % for deflection L/d = 3,000 /142 = 21.12 > 19.1 x 1.000 x 1.000 = 19.05 allowed
H10 @ 350 T in span FAILS
286
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TCC81 Foundation Pads.xls
TCC81 Foundation Pads.xls (Subject to further interpretation)
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. This version is “subject to interpretation” as the full implications of Eurocode 7 and its National Annex have yet to be incorporated. For example, ground bearing pressure distribution at ULS will in due course be changed from trapezoidal to rectangular. This spreadsheet was prepared in line with BS EN 1997 [29] but before UK National Annex to EN1997-1 was available. The spreadsheets therefore may not fully integrate with the NA but has been prepared on the basis of Prescriptive measure (i.e. comparable experience) and therefore in line with ‘traditional’ methods of design (including the 25% allowable overload for wind load and trapezoidal or triangular ground pressure distributions at ULS rather than rectangular). 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 user 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, vRd c, is adequate. The user should note that punching shear perimeters can jump from being four-sided to being two- or three-sided, leading to unexpectedly large increases in reinforcement for increases in base thickness. TCC81.xls allows the user to specify whether or not equations 6.10a and 6.10b of EN 1990 may be employed. Warnings are given if columns overlap base edges.
SINGLE! Suggestions are made, under the ‘Operating instructions’ column, for the optimum plan size of the base. It is important that the principal usage of the structure is selected from the combo-box in column L. This is used in the determination of partial load factors, if EN 1990 equations 6.10a and 6.10b are permitted. The usage selected here is also utilised on the DOUBLE! sheet. Where two centres are given, e.g. 14 T16 @ 200 & 325 B2, bars need to be grouped more closely in the central part of the base.
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 user’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 account 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 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.
Legends! This sheet shows dimensions, axes, corners and notation used.
SingleDet! 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. 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 (The equilibrium limit state EQU to EN 1990). Warnings are also given at the onset of an uplift situation.
287
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DoubleDet! This sheet shows workings and is not necessarily intended for printing out other than for checking purposes. The notes for SingleDet! above also apply.
Graf! This sheet comprises data for graphs for both SINGLE! and DOUBLE!
Refs! This sheet comprises the values for nationally determined parameters that have been used in the spreadsheet. These data reflect the values given in draft UK National Annexes for EN 1990 and EN 1992. Designers should ensure that these data are current when the spreadsheet is used. When using TCC81 for permanent design, designers are strongly advised to include a copy of this sheet with any design calculations.
Notes! This sheet gives disclaimers and revision history.
288
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TCC81 Foundation Pads.xls TCC81 Foundation Pads/ SINGLE!
Project
Spreadsheets to Eurocode 2
Client
Advisory Group
Location
Level -1 Base B1
The Concrete Centre Made by
Single column base
PAD FOUNDATION DESIGN to EN 1992-1 : 2004 Originated from TCC81.xls v 3.0 on CD
MATERIALS
fck fyk
Densities - Concrete Bearing pressure Steel class DIMENSIONS mm
30 500 25 200 A
BASE
L= B= depth H = ex =
dg cover Soil
N/mm² kN/m³
20 50 18
DEAD
Axial (kN) 1500.0 Mx (kNm) -20.0 My (kNm) Hx (kN) Hy (kN) ψ0 =
mm kN/m³
FB625
concrete steel mm
h = 500 b = 500 ey = 0 Plot (to scale)
characteristic
IMPOSED
128.0
Grnd Brg Pressure As/Asprov
0.7
BEARING PRESSURES kN/m²
Key
WIND
0.5
Shear
STATUS VALID DESIGN
94%
sx
61%
sy
59%
vEd xx
49%
vEd yy
50%
Punching
characteristic
1
2
3
4
188.8 188.8
179.9 179.9
188.8 188.8
179.9 179.9
REINFORCEMENT of As within 1,820 mm Mxx = 572.5 kNm b = 3000 mm d= 440 mm As = 3150 mm² Provide 17H20 @ 160 & 205 B1 As prov = 5341 mm²
99% 0%
25%
kN at d from col face N/mm² kN at 2d from col face N/mm² N/mm²
PUNCHING SHEAR d ave = 430 mm As prov = 0.414 % vEd = 0.464 N/mm²
75%
100%
125%
of As within 1,760 mm
Myy = 562.3 kNm b = 3000 mm d= 420 mm As = 3242 mm² Provide 17H20 @ 155 & 215 B2 As prov = 5341 mm² Asy increased 60% for shear
.
593.7 0.450 272.2 0.206 0.462
50%
Efficiency
Asx increased 67% for shear BEAM SHEAR VEdxx = vEd = or VEd xx = vEd = vRd,c =
-
Usage: Office c 1.5 s 1.15 Wk 0.3
mm
299 289 Job No
kN/m² (net allowable increase)
see EN 1990 - Table A1.1
no wind with wind
Revision
chg
© 2003-2006 TCC
N/mm²
Checked
Page
03-Jul-06
COLUMN
3000 3000 500 0
COLUMN REACTIONS kN, kNm
CORNER
Date
RMW
.
VEDyy = vEd = or VEDyy = vEd = vRd,c =
597.4 0.474 295.1 0.234 0.473
kN at d from col face
u crit = vEd max = vRd,c =
7404 2.750 0.467
mm
N/mm² kN at 2d from col face N/mm² N/mm²
.
. N/mm² at col face N/mm²
289
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TCC81 Foundation Pads/ DOUBLE!
Project Client Location
The Concrete Centre
Spreadsheets to Eurocode 2 Advisory Group
Made by
Base B3/B4
Date
RMW
Combined base
PAD FOUNDATION DESIGN to EN 1992-1 : 2004
Originated from TCC81.xls v 3.0 on CD
Checked
290 300
Revision
chg
© 2003-2006 TCC
Page
03-Jul-06
Job No
-
FB625
Usage: Office MATERIALS
fck fyk Densities - Concrete Bearing pressure
30 500 25 125
COLUMN REACTIONS kN, kNm Column 1 (rhs)
Axial Mx My Hx Hy
dg cover Soil
N/mm² N/mm² kN/m³
20 50 18
mm
c
mm
s
1.5 1.15 A
Steel class
kN/m³
concrete steel
kN/m² (net allowable) characteristic
DEAD
IMPOSED
WIND
Column 2 (lhs)
225.0
225.0
112.5
Axial Mx My Hx Hy
DEAD
IMPOSED
WIND
225.0
225.0
112.5 50.0 25.0
DIMENSIONS mm COLUMN 1 (rhs)
BASE
L= B= depth H = ex = ey =
3000 3000 475 300 1000
COLUMN 2 (lhs)
h1 = 300 b1 = 300
h2 = 300 b2 = 300
ex1 = 150 ey1 = 500
ex2 = 150 ey2 = 500
STATUS VALID DESIGN PLOT (to scale)
BEARING PRESSURES kN/m² CORNER
no wind with wind
1
103.3 142.1
REINFORCEMENT Btm Mxx - 421.7 b = 3000 d= 419 As = 2437
characteristic
2
3
103.3 142.1
103.3 114.6
mm mm mm²
0.0 421 0
kNm mm mm²
PUNCHING SHEAR d ave = 413
sy
97% 45%
235.6 3000 407 1401
28%
vEd yy
84%
Punching 0%
kN at d N/mm² kN at 2d N/mm² N/mm²
133%
Efficiency 0.5
1.0
1.5
2.0
Moment
.
.
2.5
Columns
3.0
3.5
Zero axis
Mx Diagram (1.35G+1.05Q)
Vyy = v= or Vyy = v= vc =
219.3 0.180 18.0 0.015 0.326
u crit =
8990
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
50 0 -50 -100 -150
. mm
85%
vEd xx
& 17H12 @ 150 & 200 B2 As prov = 1923 0.0 Detail to clause 3.11.3.2 50 0 Myy + 0.0 -50 d= 413 -100 -150 As = 0 -200 & 19H8 @ 125 & 175 T2 -250 -300 As prov = 955 -350 .
PROVIDE 19H8 @ 175 T1 As prov = 955 mm² . BEAM SHEAR Vxx = 365.9 v = 0.291 or Vxx = 169.6 v = 0.135 vc = 0.324
sx
As/Asprov
103.3 114.6
Myy b= d= As =
kNm
91%
Grnd Brg Pressure
Shear
PROVIDE 23H12 @ 150 B1 As prov = 2601 mm² Top Mxx + d= As =
4
mm
.
-200
290
EC2 USERGUIDEv2.indd Sec1:290
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TCC82 Pilecap Design.xls
TCC82 Pilecap Design.xls (Subject to further interpretation)
This spreadsheet designs pilecaps with between two and six piles, and then prepares a sketch drawing of each type of cap together with a bar schedule. Bending theory is employed throughout to design the caps. This version is “subject to interpretation” as the full implications of Eurocode 7 and its National Annex have yet to be incorporated. This spreadsheet was prepared in line with BS EN 1997 [29] but before UK National Annex to EN1997-1 was available. The spreadsheets therefore may not fully integrate with the NA but has been prepared on the basis of Prescriptive measure (i.e. comparable experience) and therefore in line with ‘traditional’ methods of design (including the 25% allowable overload for wind load). This spreadsheet was prepared in line with BS EN 1997 [29] but before UK National Annex to EN1997-1 was available. The spreadsheets therefore may not fully integrate with the NA but has been prepared on the basis of Prescriptive measure (i.e. comparable experience) and therefore in line with ‘traditional’ methods of design (including the 25% allowable overload for wind load). Depending upon the pilecap’s dimensions, the alternative strutand-tie method of design may be possible, but is not covered by this spreadsheet. There are seven main sheets: DOUBLE!, 3CAP!, 4CAP!, 5CAP!, 6CAP!, SCHEDULE! and DRAWING! Each of the first five sheets contains two pages that may be printed out. The first (or upper) page contains input data and a summary of results, while the second (or lower) page shows more detailed calculations. The selection of size and number of top and bottom bars is automated. The number of bars determined by either: ■ area of steel required/ area of maximum sized bar (taken to
be 32 mm diameter), ■ spacing rules or ■ number of legs of links required in shear.
allow for this possible deviation. Pile reactions are not similarly increased. Dimensional data for a double pile cap and the supported column are then entered, then column axial loads, moments and horizontal shears for dead load, imposed load and wind load. The results of calculations for all Eurocode 2 loading combinations are then displayed below (on page 1), together with the required arrangement of reinforcement. More detailed calculations may be found by scrolling down to page 2.
3CAP!, 4CAP!, 5CAP! and 6CAP! These sheets are identical in function to DOUBLE!, but deal with caps having 3, 4, 5 and 6 piles respectively. Material properties, pile diameter and tolerance are picked up from DOUBLE!. Page numbers for printing do not follow on from previous sheets, so must be entered by the user. This allows for intermediate calculation pages (perhaps for loading) to be inserted.
SCHEDULE! This sheet is a bar schedule complying with BS 8666, for the pilecap drawing on the DRAWING! sheet. Beneath the ‘Operating instructions’, the number of each type of cap must be entered. These numbers are then used on the schedule and the drawing.
DRAWING! This sheet draws approximately to scale plans and elevations with reinforcement and bar marks for each of the cap types. It is intended for printout to an A3 sheet. If the user wishes to add additional notes, these may be added in cell U27.
Graf!
The size of link to be used has also been automated. The designer and detailer may wish to rationalise the output given on the DRAWING! sheet. But doing so will obviously affect the bar data on SCHEDULE!
DOUBLE!
This sheet provides data for the charts in all sheets. It is not intended for formal printing
Notes! This sheet gives disclaimers and revision history.
The DOUBLE! sheet is where all material properties are entered, together with covers, pile diameter and pile tolerance. All subsequent sheets use these same properties. Pile tolerance is the amount by which a pile may deviate from its intended position. This value is used in calculation to increase bending moments to 291
EC2 USERGUIDEv2.indd Sec1:291
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TCC82 Pilecap Design/ DOUBLE!
Project
Spreadsheets to Eurocode 2
Client
BigBucks PLC
Location
Pilecap G14
The Concrete Centre Made by
Rod
Double Pilecap
PILECAP DESIGN to EN 1992-1: 2004
fck fyk Steel class Pile capacity
35 500 A 525
N/mm² N/mm²
-
© 2003-2006 TCC
Originated from TCC82.xls v 3.0 on CD
MATERIALS
Checked
dg T&S cover Btm cover
20 50 75
Date
Page
03-Jul-06 Revision
-
302 292 Job No
FB625
mm
Usage: Traffic, 30 to 160kN γc 1.5 concrete γs 1.15 steel
mm
Conc density
mm
25
kN/m³
kN
DIMENSIONS mm COLUMN
→= ↑= Pile Ø = Tolerance =
350 350 450 0
PILECAP
A= B= C= E= depth H =
400 1500 400 750 400
COLUMN ACTIONS kN, kNm characteristic DEAD
Axial (kN) M (kNm) H (kN)
218 23.2 0 0 =
IMPOSED
WIND
104.2 10.4 0 0.7
27.5 2.7 0 0.5
PLOT (to scale) STATUS VALID DESIGN
PILE REACTIONS kN
REINFORCEMENT BOTTOM M = 164.2 kNm
d = 309.0 mm, As = 1,296 mm² 7H16 B = 1,407 mm² TOP M = 0.0 kNm d = 338.0 mm, As = 0 mm² 4H8 T = 201 mm²
KEY
Gk + Qk Gk + Qk +Wk
PILE 1
PILE 2
147.9 159.9
192.7 208.3
4H8 02 T
LINKS
VEd = 293 kN, vEd = 1.185 N/mm² vRd 2d/av = 0.825 N/mm² Asw/S = 0.9691 mm 4 Legs H8 @ 200 LINKS = 1.0053 mm
7H16 01 B Links 11H8 03.200 + 2x11H8 04.200 ELEVATION
292
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TCC82 Pilecap Design.xls TCC82 Pilecap Design/ DOUBLE!
Project
Spreadsheets to Eurocode 2
Client
BigBucks PLC
Location
The Concrete Centre Made by
Pilecap G14 - Detailed Calculations
Double Pilecap
PILECAP DESIGN to EN 1992-1: 2004
Originated from TCC82.xls v 3.0 on CD
Cap load (kN) = 18.4 or (kN/m) = 8.00
Piles @ (m) 1.500
OVERTURNING MOMENTS - kNm characteristic DEAD 23.2
IMPOSED 10.4
WIND 2.7
Date
Rod Checked © 2003-2006 TCC
PILE REACTIONS kN PILE 1 Gk + Qk 147.9 Gk + Qk +Wk 159.9 1.35Gk + 1.5Qk 206.4 1.0Gk + 1.5Wk 120.7 1.35Gk + 1.5Qk + 0.75Wk 229.2
Revision
-
PILE 2 192.7 208.3 269.0 157.0 294.4
Page
03-Jul-06
-
303 293 Job No
FB625
BENDING MOMENTS - kNm M of col M of col BOTTOM STEEL Bottom M = d= K= z= As = Provide No = As prov = s = Max S = Min S = S= SHEAR PILE 1
1.35Gk + 1.5Qk 113.6 149.5
164.2 309.0 0.0614 291.2 1296 1296 7 1407 286 193.1 41.0 111.3
1.0Gk + 1.5Wk 65.6 86.5 TOP STEEL Top M = d= K= z= As = Provide No = As prov = s = Max S = Min S = S=
Ø16
7H16 B
1.35Gk + 1.5Qk + 0.75Wk
126.6 164.2
0.0 338.0 0.0000 321.1 0 0 4 201 0 300.0 33.0 225.3
Ø8
arm (m) 0.575 arm (m) 0.575 (including tolerance) K' = 0.2067 min As = 0.167%
4H8 T
Crit section is 135.0 from pile centres 0.569% 1.35Gk + 1.5Qk 1.0Gk + 1.5Wk 1.35Gk + 1.5Qk + 0.75Wk VEd 227.7 205.0 119.6 av = 440.0 vEd = 0.9211 cot = 2.50 vRd 2d/av = 0.8246
PILE 2 VEd av = 440.0
267.5
Asw/S required= 0.9691 No of legs = 4
155.9 vEd = 1.1851
mm
Ø8 links Link spacing = 200
cot = 2.50
293.0 vRd 2d/av = 0.8246 vRd,max = 4.152
4 Legs H8 @ 200 LINKS
293
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TCC82 Pilecap Design/ 3CAP!
Project
Spreadsheets to Eurocode 2
Client
BigBucks PLC
Location
The Concrete Centre Made by
Pilecap F13
Triple Pilecap
PILECAP DESIGN to EN 1992-1: 2004
Originated from TCC82.xls v 3.0 on CD
Checked
Page
03-Jul-06 Revision
-
© 2003-2006 TCC
-
294 14 Job No
FB625
Usage: Office
DIMENSIONS mm COLUMN
PILECAP
→ = 300 ↑ = 300
A= B= C= E= depth H =
Pile Ø = 450 Min spacing = 1300 Tolerance = 0
350 1300 1126 375.33 400
PLOT (to scale)
COLUMN ACTIONS kN, kNm characteristic
Axial (kN) Mx (kNm) My (kNm) Hx (kN) Hy (kN)
Date
Rod
DEAD
IMPOSED
WIND
355.5 10.0 20.0
118.2 5.0 10.0
10.0 2.0 5.0
0 =
0.7
0.5
KEY
STATUS VALID DESIGN PILE REACTIONS kN characteristic
Gk + Qk Gk + Qk +Wk
PILE 1
PILE 2
PILE 3
141.0 139.9
169.4 173.4
192.5 199.6
REINFORCEMENT
EW (2-3)
M = 178.2 kNm, b = 1,050 mm d = 309.0 mm, As = 1,396 mm² 7H16 B = 1,407 mm² VEd = 274.1 kN, bw = 1,050 mm vEd = 0.845 N/mm², Asw/S = 0.994 mm 4 LegsH8 @ 200 LINKS = 1.005 mm
NS (1-2/3)
M = 117.1 kNm, b = 1,798 mm d = 293.0 mm, As = 967 mm² 5H16 B = 1,005 mm² VEd = 194.9 kN, bv = 1,260 mm vEd = 0.528 N/mm², Asw/S = 1.193 mm 4 LegsH8 @ 150 LINKS = 1.340 mm
4H8 06 T1
7H16 05 B1 Links 8H8 07 200 + 2x8H8 08 200
ELEVATION
4H8 10 T2
5H16 09 B2 Links 8H8 11 150 + 2x8H8 12 150
ELEVATION
294
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TCC82 Pilecap Design.xls TCC82 Pilecap Design/ 3CAP!
Project
Spreadsheets to Eurocode 2
Client
BigBucks PLC
Location
The Concrete Centre Made by
Pilecap F13
Triple Pilecap
PILECAP DESIGN to EN 1992-1: 2004
Originated from TCC82.xls v 3.0 on CD
Cap load =
29.2
Date
Rod
kN
Checked © 2003-2006 TCC
Group centre @
751
Page
03-Jul-06 Revision
-
-
15 295 Job No
FB625
m from pile 1
PILE REACTIONS kN Gk + Qk Gk + Qk +Wk 1.35Gk + 1.5Qk 1.0Gk + 1.5Wk 1.35Gk + 1.5Qk + 0.75Wk
PILE 1 141.0 139.9 194.9 108.8 193.8
PILE 2 169.4 173.4 234.7 135.4 238.7
PILE 3 192.5 199.6 267.0 155.4 274.1
OVERTURNING MOMENTS - kNm characteristic . Mx My
DEAD 10.0 20.0
IMPOSED 5.0 10.0
WIND 2.0 5.0
. .
BENDING MOMENTS - kNm My v of col My ^ of col Mx
1.35Gk + 1.5Qk 117.1 113.1 173.6
1.0Gk + 1.5Wk 65.4 65.5 101.0
E-W STEEL M= b= d= K= z= As = Provide No = As prov = s = Max S = Min S = S=
178.2 1050 309.0 0.0508 293.6 1396 1396 7 1407 307 165.6 41.0 94.7
N-S STEEL M= b= d= K= z= As = Provide No = As prov = s = Max S = Min S = S=
Ø16
7H16 B
SHEAR PILES 2 & 3 VEd = av = Asw/S = PILE 1 VEd = av = Asw/S =
Crit section is Ø8 links 274.1 b= 515.0 vEd = 0.9939 No of legs = Ø8 links 194.9 b= 615.7 vEd = 1.1926 No of legs =
PUNCHING VEd = vEd = vRd,max =
At column Face 664.7 1.840 4.152 ok
135.0
1.35Gk + 1.5Qk + 0.75Wk
116.4 115.6 178.2
117.1 1798 293.0 0.0217 278.4 967 967 5 1005 298 177.1 41.0 142.0
Ø16
(including tolerance)
K' = 0.2067 min As = 0.167%
5H16 B
from pile centres
1050 0.8448 4
l = 0.434% vRd 2d/av = 0.6434 Spacing = 200
cot = 2.50 vRd,max = 4.152 4 LegsH8 @ 200 LINKS
1260 0.5280 4
l = 0.272% vRd 2d/av = 0.5110 Spacing = 150
cot = 2.50 vRd,max = 4.152 4 LegsH8 @ 150 LINKS
At u1 = d ave = l =
465.7 from column face (1.55d perimeter) 4126 = 1.112 301.0 vEd = 0.5353 0.231% vRd 2d/av = 0.6546
ok
295
EC2 USERGUIDEv2.indd Sec1:295
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TCC82 Pilecap Design/ SCHEDULE!
Bar schedule ref :
The Concrete Centre Site ref :
Spreadsheets to Eurocode 2
Job no :
FB625
Member
Double Pilecaps
3-Pile Caps
4-Pile Caps
5-Pile Caps
6-Pile Caps
Bar mark
No. of mbrs
No. of bars in each
01
Rev:
-
Checked by :
-
Date prepared : 03-Jul-06 Prepared by :
Type and size
202
Length of Total No. each bar † mm
Shape code
Rod
A*
B*
C*
D*
E/R *
mm
mm
mm
mm
mm
130
2175
01
H 16
4
7
28
2375
21
02
H8
4
4
16
2175
00
03
H8
4
11
44
2075
51
270
695
115
04
H8
4
22
88
500
31
115
50
270
05
H 16
3
7
21
2475
21
320
1890
06
H 12
3
4
12
1875
00
07
H8
3
8
24
1975
51
270
650
115
08
H8
3
16
48
500
31
115
50
270
09
H 16
3
5
15
1975
21
155
1715
10
H 12
3
4
12
1700
00
115
115
11
H8
3
8
24
1825
51
240
600
115
12
H8
3
16
48
475
31
115
50
240
115
13
H 16
5
18
90
2225
21
145
1975
14
H8
5
10
50
1975
00
15
H 16
5
18
90
2225
21
145
1975 345
120
450
120
495
120
16
H8
5
10
50
1975
00
17
H 10
5
100
500
600
31
120
60
18
H 12
2
19
38
2625
21
125
2410
19
H8
2
10
20
2400
00
21
H 12
2
20
40
2625
21
125
2410
22
H8
2
11
22
2400
00
20
H 10
2
80
160
700
31
120
60
125
1890
125
3175
120
60
23
H 12
1
28
28
2100
21
24
H 12
1
14
14
1875
00
26
H 12
1
17
17
3400
21
27
H 12
1
9
9
3175
00
28
H 10
1
84
84
750
31
This schedule complies with BS 8666.
1,770 kg on this schedule
* Specified in multiples of 5mm.
† Specified in multiples of 25mm.
PILECAP DESIGN to EN 1992-1: 2004 © 2003-2006 TCC
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19H12 18 B2
11H8 22 T1
10 Link Legs
ELEVATION
20H12 21 B1
Links 10x8H10 20 325 ELEVATION
10H8 19 T2
PLAN (Pilecap D11)
ELEVATION
Links 11H8 03.200 + 2x11H8 04.200 ELEVATION
7H16 01 B
5H16 09 B2
14 Link Legs
ELEVATION
17H12 26 B1
28H12 23 B2
Links 14x6H10 25 350 ELEVATION
14H12 24 T2
9H12 27 T1
PLAN (Pilecap C10)
Links 8H8 11 150 + 2x8H8 12 150
ELEVATION
4H8 10 T2
Links 8H8 07 200 + 2x8H8 08 200 ELEVATION
7H16 05 B1
18H16 15 B2
Links 10x10H10 17 200
ELEVATION
10H8 16 T2
10 Link Legs ELEVATION
18H16 13 B1
PLAN (Pilecap E12) 10H8 14 T1
The Concrete Centre
PLAN (Pilecap F13) 4H8 06 T1
This drawing is diagramatic. Connecting slabs & beams not shown.
Client
PLAN (Pilecap G14)
4H8 02 T
2 Pile Cap - 4 No 5 Pile Cap - 2 No
Refer to GA drawings for orientation and dimensions.
Project Job No Date Made by
Spreadsheets to Eurocode 2 FB625 03-Jul-06 Rod
BigBucks PLC 202 -
Dwg No Revision Checked
EC2 USERGUIDEv2.indd Sec1:297 3 Pile Cap - 3 No 6 Pile Cap - 1 No
NOTES Concrete grade C35. Cover 75 mm bottom. Cover 50 mm top & sides.
TCC82 Pilecap Design.xls
TCC82 Pilecap Design/ DRAWING!
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4 Pile Cap - 5 No
Admin folder Under the Admin folder will be found several files associated with the use of the spreadsheets.
Readme.doc
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.
Essential for first time users of the spreadsheets in Word format.
By Others
Spreadsheet Issue sheet.xls
The TCC disclaim any responsibility for programs by others. These programs and files are provided to help dissemination. They are subject to the authors’ conditions of use.
This file shows the version history of the spreadsheets.
Bar Schedule
UserGuid Version 3.doc: ‘Word’ file of User Guide This file formed the basis of the printed User 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.
User Guide Version 3.pdf: ‘Adobe Acrobat’ file of the User Guide This User Guide will be made available as an Acrobat file on future editions of the accompanying CD-ROM. It will present the full User Guide in colour. Adobe Acrobat Reader v 4.0 or later will be required to read and interrogate the .pdf file.
This folder contains Barshed8666.xlt, a spreadsheet template for the scheduling of steel for the reinforcement of concrete to BS 8666:2005. The aim of the spreadsheet is to reduce the time taken to produce a bar schedule, eliminate arithmetical errors, reduce scheduling errors, increase compliance with the BSI specified format for bar scheduling and to facilitate electronic data interchange. The spreadsheet has the additional ability to produces weight schedules without the need for additional input. The spreadsheet presents a familiar interface to the user who has produced schedules by hand and it is simple to use. It will guide the user through the scheduling process while checking the input is in accordance with British Standard requirements. This template is made available as shareware by its author, Chris Buczkowski. For further information, including registration details and support, etc. go to www.structural-engineering.fsnet.co.uk or email:
[email protected]
The Fonts This folder contains the font files: ■ Tekton~i.ttf ■ Tekton~n.ttf ■ Marker.ttf
These fonts have been included in order to give users 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 (FAQ), 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.
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References and further reading
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 up to and including Amendment 3. 3 BRITISH STANDARDS INSTITUTION. BS EN 1992-1-1: 2004. Eurocode 2: Design of concrete structure (part 1-1) General rules and rules for buildings, including UK National Annex to BS EN 1992-1-1: Design of Concrete Structures Part 1-1 BSI London 2005. 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.
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. CP 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 supported 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. 27 WEBSTER, R. & Brooker, O. How to design concrete structures using Eurocode 2: Deflections. The Concrete Centre, Camberley, Draft in preparation 2005, 6pp. 28 INSTITUTION OF STRUCTURAL ENGINEERS. Manual for the design of reinforced concrete building structures to EC2. I Struct E, Draft in preparation 2005. 29 BRITISH STANDARDS INSTITUTION BS EN 1997-1: 2004, Eurocode 7: Geotechnical design. Part 1. General rules, BSI, London 30 CONCRETE SOCIETY. Deflections in concrete slabs and beams, Technical Report 58, The Concrete Society, Camberley. 2005
13 ALLEN, A.H. Reinforced concrete design to BS 8110 - simply explained. E&FN Spon, London, 1988. 256 pp.
31 BRITISH STANDARDS INSTITUTION, PD 6687, Background paper to the UK National Annex to BS EN 1992-1-1 and BS EN 1992-1-2, BSI, London. 2006
14 THE CONCRETE SOCIETY. Post-tensioned concrete floors – Design Handbook, Technical Report No 43. The Concrete Society, Slough (now Crowthorne), 1994. 162 pp.
32 CONSTRUCT, National Structural Concrete Specification for building construction (NSCS) Third Edition, 2004, Concrete Society, Camberley
15 HIGGINS, J.B. & ROGERS, B.R. Designed and detailed (BS 8110:1997). British Cement Association, Crowthorne, 1998. 28 pp.
33 CONCRETE SOCIETY, Technical Report 43 Post-tensioned concrete floors – Design Handbook, Second Edition, Concrete Society, Camberley 2005
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 Institute, Ascot, 1989. 43 pp.
34 Brooker, O. How to design concrete structures using Eurocode 2:Getting Started. The Concrete Centre, 2005 35 BRITISH STANDARDS INSTITUTION BS EN 1991-1: 2002 Eurocode1: Actions on structures - Part 1-1 General Actions - Densities, Self weight, imposed loads for Buildings, BSI, 2002, including UK national Annex to BS EN 1991-1: 2002 Actions on Structures Part 1-1, BSI, 2005
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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. 4 THE CONCRETE CENTRE - How to design concrete structures using Eurocode 2 . Guides including Introduction to Eurocodes, Getting started, Slabs, Beams, Columns, Foundation, Fleet Slabs and Deflection calculations. The Concrete Centre, Camberley, 2005-2006. See also www.eurocode2.info 5 THE CONCRETE CENTRE - Concise Eurocode 2 for the design of concrete structures to BS EN 1992-1-1:2004 and the UK National Annex:2005. The Concrete Centre Camberley, due 2006. 6 THE INSTITUTION OF STRUCTURAL ENGINEERS/CONCRETE SOCIETY Standard Method of Detailing Structural Concrete – a manual for best practice. IStructE London 2006.
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Foreword This publication was originally produced by the Reinforced Concrete Council (RCC) as part of its project ‘Spreadsheets for concrete design to BS 8110 and EC2’. Since their release in 2000 the spreadsheets have proved enormously popular and have been maintained by the RCC and its successor The Concrete Centre. The release of Version 3 of the spreadsheets follows the publication of BS EN 1992-1-1 (Eurocode 2) plus its UK National Annex and the publication of Amendment 3 to BS 8110 Part 1: 1987. The requirements within these standards have necessitated the revision of all the published spreadsheets. This user guide gives guidance on the use of all design spreadsheets to BS 8110 and Eurocode 2 contained on the CD ROM RC Spreadsheets: v3, published by The Concrete Centre (order ref. CCIP-008CD).
Acknowledgements The ideas and illustrations come from many sources. The help and guidance received from many individuals are gratefully acknowledged. Thanks are due to members of the original project’s Advisory Group for their time and effort in helping to make the project feasible and in bringing it to fruition. The members of the Advisory Group are listed on the inside back cover. Special appreciation is extended 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.
The Advisory Group Members 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 S Khan A King
G King S King K Kus I 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 E Yarimer
Published by The Concrete Centre Riverside House, 4 Meadows Business Park, Station Approach, Blackwater, Camberley, Surrey GU17 9AB Tel: +44 (0)1276 606800 Fax: +44 (0)1276 606801 CCIP-008 Published July 2006 ISBN 1-904818-38-2 Price Group O © The Concrete Centre User Guide v1 published by the British Cement Association on behalf of the Reinforced Concrete Council. User Guide v2 published electronically by The Concrete Centre. CCIP publications are produced by The Concrete Society on behalf of the Cement and Concrete Industry Publications Forum – an industry initiative to publish technical guidance in support of concrete design and construction. CCIP publications are available from the Concrete Bookshop at www.concretebookshop.com Tel: +44 (0)7004 607777 All advice or information from The Concrete Centre 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 Concrete Centre or their subcontractors, suppliers or advisors. Readers should note that The Concrete Centre publications are subject to revision from time to time and should therefore ensure that they are in possession of the latest version. Cover artwork: D J Killoran - The Concrete Society. Printed by Cromwell Press, Trowbridge, UK.
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CCIP-008
A cement and concrete industry publication
CI/Sfb
UDC 624.04
User Guide to RC Spreadsheets: v3
User Guide to RC Spreadsheets: v3
This user guide provides guidance on the use of RC Spreadsheets v3 for the design of reinforced concrete elements.
For more information on the spreadsheets visit www.concretecentre.com/rcspreadsheets
User guide to Excel spreadsheets for design to BS 8110: Part 1, 1997 (Amd. 3) and BS EN 1992: 2004 Part 1-1 and its UK National Annex
C H Goodchild BSc CEng MCIOB MIStructE R M Webster CEng FIStructE
Charles Goodchild is Principal Structural Engineer for The Concrete Centre where he promotes efficient concrete design and construction. He was responsible for the concept, content and management of this publication and of the RC Spreadsheets. Rod Webster of Concrete Innovation & Design is principal author of the spreadsheets. He has been writing spreadsheets since 1984 and is expert in the design of tall concrete buildings and in advanced analytical methods.
C H Goodchild BSc CEng MCIOB MIStructE R M Webster CEng FIStructE
The release of Version 3 of the spreadsheets and user guide follows the publication of BS EN 1992-1-1 (Eurocode 2) and its UK National Annex and the publication of Amendment 3 to BS 8110 Part 1: 1987.
User Guide to RC Spreadsheets: v3
CCIP-008 Published July 2006 ISBN 1-904818-38-2 Price Group O © The Concrete Centre Riverside House, 4 Meadows Business Park, Station Approach, Blackwater, Camberley, Surrey, GU17 9AB Tel: +44 (0)1276 606800 Fax: +44 (0)1276 606801 www.concretecentre.com
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