This document contains design charts for structural use of concrete. It includes 50 design charts for singly reinforced beams, doubly reinforced beams, and rectangular columns. The charts are based on assumptions from BS 8110 Part 1 and use a parabolic-rectangular stress block. Appendices provide notes on how the charts were derived and examples of how to use the charts.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
Analysis and Design of Rectangular and L-Shaped Columns Subjected to Axial Lo...Nitin Dahiya
Next to rectangular and circular columns, L-shaped columns may be the most frequently encountered reinforced concrete columns, since they can be used as a corner column in framed structures. The behaviour of irregular shaped reinforced concrete columns has been a constant concern for a structural engineer, to design a safe and economic structure in modern buildings and bridge piers. L-shaped reinforced concrete column subjected to biaxial bending and axial compression is a common design problem. Axial load capacity and Moment capacity of rectangular and L-shaped reinforced concrete columns have been done in this work. A computer program has been developed to obtain the axial load capacity and moment capacity of reinforced concrete columns of rectangular and L-shaped.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
Analysis and Design of Rectangular and L-Shaped Columns Subjected to Axial Lo...Nitin Dahiya
Next to rectangular and circular columns, L-shaped columns may be the most frequently encountered reinforced concrete columns, since they can be used as a corner column in framed structures. The behaviour of irregular shaped reinforced concrete columns has been a constant concern for a structural engineer, to design a safe and economic structure in modern buildings and bridge piers. L-shaped reinforced concrete column subjected to biaxial bending and axial compression is a common design problem. Axial load capacity and Moment capacity of rectangular and L-shaped reinforced concrete columns have been done in this work. A computer program has been developed to obtain the axial load capacity and moment capacity of reinforced concrete columns of rectangular and L-shaped.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
Prepared by madam rafia firdous. She is a lecturer and instructor in subject of Plain and Reinforcement concrete at University of South Asia LAHORE,PAKISTAN.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
Prepared by madam rafia firdous. She is a lecturer and instructor in subject of Plain and Reinforcement concrete at University of South Asia LAHORE,PAKISTAN.
WALKSON are International Strategic Sourcing Company for casting,forging,fabrication components. We are committed to the manufacture of castings, forgings, fabrications to your design and specification with Max. weight for casting up to 150tons/pc, for forging up to 200ton/pc,for fabrication according customer requirement. Acting as your reliable partner, our goal is to deliver every competetive product to meet your satisfaction! With more than 10 years international strategic sourcing experience, we will ensure to give metal fields risk free access to our International supply chain
EDUARDO H. PARE WORK EXPERIENCE CERTIFICATE – LAHMEYER INTERNATIONAL QATAR (2...Eduardo H. Pare
EDUARDO H. PARE WORK EXPERIENCE CERTIFICATE
LAHMEYER INTERNATIONAL QATAR (2011 - 2015)
QATAR POWER TRANSMISSION SYSTEM
EXPANSION PROJECTS - PHASE 10 SUBSTATIONS
KAHRAMAA CONTRACT/PART NO.
GTC/371B/2010, GTC/371C/2010, GTC/371D/2010
DOHA, QATAR
EDUARDO H. PARE DESIGN CALCULATION OF ANCHOR BOLTS FOR 22M LIGHTING POLESEduardo H. Pare
EDUARDO H. PARE DESIGN CALCULATION OF ANCHOR BOLTS FOR 22M LIGHTING POLES
STRUCTURAL DESIGN ANALYSIS & CALCULATION BY:
EDUARDO H. PARE, STRUCTURAL ENGINEER, PMC, EPCC
CFD Simulation of By-pass Flow in a HRSG module by R&R Consult.pptxR&R Consult
CFD analysis is incredibly effective at solving mysteries and improving the performance of complex systems!
Here's a great example: At a large natural gas-fired power plant, where they use waste heat to generate steam and energy, they were puzzled that their boiler wasn't producing as much steam as expected.
R&R and Tetra Engineering Group Inc. were asked to solve the issue with reduced steam production.
An inspection had shown that a significant amount of hot flue gas was bypassing the boiler tubes, where the heat was supposed to be transferred.
R&R Consult conducted a CFD analysis, which revealed that 6.3% of the flue gas was bypassing the boiler tubes without transferring heat. The analysis also showed that the flue gas was instead being directed along the sides of the boiler and between the modules that were supposed to capture the heat. This was the cause of the reduced performance.
Based on our results, Tetra Engineering installed covering plates to reduce the bypass flow. This improved the boiler's performance and increased electricity production.
It is always satisfying when we can help solve complex challenges like this. Do your systems also need a check-up or optimization? Give us a call!
Work done in cooperation with James Malloy and David Moelling from Tetra Engineering.
More examples of our work https://www.r-r-consult.dk/en/cases-en/
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
Learn about the cost savings, reduced environmental impact, and minimal disruption associated with trenchless technology. Discover detailed explanations of popular techniques such as pipe bursting, cured-in-place pipe (CIPP) lining, and directional drilling. Understand how these methods can be applied to various types of infrastructure, from residential plumbing to large-scale municipal systems.
Ideal for homeowners, contractors, engineers, and anyone interested in modern plumbing solutions, this guide provides valuable insights into why trenchless pipe repair is becoming the preferred choice for pipe rehabilitation. Stay informed about the latest advancements and best practices in the field.
Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...
BS 8110, PART-3, 1985
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BS 811O :Part 3 : 1985
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@ British Standards Institution. No patt of this publicationmay be photocopied or otherwise reproduced without the prior permission inwriting of ES1
BritishStandard
Structural useof concrete
Part 3. Designchartsfor singly reinforcedbeams,
doubly reinforced beamsand rectangular columns
Utilisation du béton en construction
Partie 3. Règles de calcul des poutres à renforcement simple et double et des colonnes rectangulaires
Beton im Hochbau
Teil 3. Bernessungstafelnfür einfach und doppelt bewehrte Träger und Rechteckstützen
British Standards Institution #----
COPYRIGHT British Standards Institute on ERC Specs and Standards
Licensed by Information Handling Services
COPYRIGHT British Standards Institute on ERC Specs and Standards
Licensed by Information Handling Services
2. BSI BS*8LLO PART*3 85 L h 2 4 h b ï 0022354 4
BS 811Q:Part 3 :1985
Contents
Page
Foreword Inside front cover Rectangularcolumns
Committeesresponsible Back cover
fY fCu dfh Chart number
Design charts - 460 25 0.75 21
1 General i¡
1.1 Scope i¡
1.2 Symbols il
1.3 Use of charts ii
2 Design charts ii
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0.85 23
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0.85 28
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0.95 30
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0.15 19 Page
0.20 20 Appendices
Singly reinforced beams
Doubly reinforced beams
fY fC” d’Id Chart number 0.90 34
A. Notes on the derivation of the design charts iii
B. Designexamples v
B.1 Singly reinforced beams V
6.2 Doubly reinforced beams vi
B.3 Rectangular columns vi
Figures
1 Conditions of stress and strains assumed at the
ultimate limit state iii
2 Short term design stress-straincurve for normal-
weight concrete iv
3 Short term design stress-straincurve for
reinforcement iv
____I
COPYRIGHT British Standards Institute on ERC Specs and Standards
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COPYRIGHT British Standards Institute on ERC Specs and Standards
Licensed by Information Handling Services
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BSI BS*BLLO PART*3 85 a Lb2Libb7 0022355 b W
1 BS 8110 : Part 3 : 1985
Designcharts
I 1 General
1.1 Scope
This Part of BS 8110 covers design charts for singly
reinforcedbeams, doubly reinforcedbeams and rectangular
columns. These design charts cannot be used to obtain the
completedetailed design of any member but they may be
used as an aid when analysing the cross section of a member
at the ultimate limit state. The charts have been based on
the assumptions laid down in BS 8110 : Part 1, use being
made of the parabolic-rectangularstress block throughout.
Full details of the derivation of the charts are given in
appendix A.
NOTE. The titles of the publications referred to in this standard are
listed on the inside back cover.
1.2 Symbols
For the purposes of this Part of BS 8110 the definitions of
the symbols given in BS 8110 : Parts 1 and 2 apply together
with the following which are used in appendix A.
f% Stress in reinforcement in compression a t the ultimate
limit state
fst
E,
Stress in reinforcement in tension at the ultimate
limit state
Strain a t the point on the parabolic-rectangular
stress-straindiagram where the parabolic section
joins the linear section (e, = 2.4 x ~{fcul*lm)).
1.3 Use of charts
Design examples illustrating the use of the charts are given
in appendix B.
The values of K indicated on the column design charts are
the additional moment reduction coefficients given by
equation 33 of BS 8110 :Part 1 : 1985.
2 Designcharts
Design charts Nos. 1 to 50 are given on the following pages.
COPYRIGHT British Standards Institute on ERC Specs and Standards
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53. B S I BS*B110 PART*3 B5 3b24bbî Ö f i Z F b 9 '
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54. .~ BSI BS*8LLO PART*3 85 M Lb24bb7 002240b 8
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A
BS 8110 : Part 3 : 1985
Issue 2, May 1989
Appendices
Appendix A. Noteson the derivation of the
design charts
All the charts have been derived using the assumptions
given in 3.4.4.1 of'BS 8110 : Part 1 :1985 for the analysis
of cross sections. These assumptions are shown diagram-
matically in figures 1 to 3. Figure 2 shows the stress-strain
curvesassumedfor the concreteand figure 3 the stress-strain
relationshipfor the reinforcement at the ultimate limit
state, In derivingthe charts from these stress-straincurves,
rrnhas been taken as 1.5 and 1.15 for concrete and
reinforcement, respectively. For rectangular cross sections
where the neutralaxis remainswithin thesection, expressions
can easily be derived to give the total compressiveforce
developed in the concrete and the position of the centroid
of this force at failure. These are as follows.
Concrete compressiveforce at failure is given by:
0.0035
Distance from compressive face of section to centroid of
concrete compressive force is given by:
(2- eo/0.0035)' + 2
x=kzx
[ 4 (3- ~0/0.0035)1These expressions were used in the production of all the
design charts for rectangular cross sections. For rectangular
column cross sections where the eccentricity of the load is
sufficiently small to cause the neutral axis to lie outside the
section, the result obtained from the expressions is reduced
to allow for the effect of the part of the parabola lying
outside the section,
The figures from which the charts were drawn were'
producedby solution of the equations for equilibrium of
moments and forces for successive values of neutral axis
depth. For a doubly reinforced rectangular cross section
with the neutral axis within the section, these equations are
as follows.
Equilibrium of axial forces, N, is given by:
Equilibrium of moments, M, is given by:
For the beam charts, areas of tension steel and moments
were calculatedfor specifiedareas of compression steel and
neutral axis depth. For the column charts, moments and
axial loads were calculated for specifiedsteel areas and
neutral axis depths.
Three assumptions of a minor nature have been introduced
in the production of the charts in addition to those given in
BS8110: Part 1.
N = k l b x + A , ' f , , + A , f ~
M=kl bx(h/2- ~ Z X )+A,' fsc(h/2 - d'l +A,fs,(h/2- d )
(a) No solutions have been producedfor situations
where x <d'. For the beam chartsthe first point
calculated is for x = d'. This point was joined to the
- origin by a straight line. This is conservative,
(b) Where compression reinforcement is present the full
area of concrete in compression has still been assumed
active, thusno reduction has beenmade inthe calculations
for the concretedisplaced by the reinforcement.
(cl There should, rigorously, be a slight deviation from a
smooth curve of the interaction diagrams for columns in
the region of low moments. This arises where the neutral
axis liesjust outside the section and part of the parabolic
section of the stress-straincurve is curta,iled. The curves
havebeen'smoothed' inthis region. The error introduced
is negligible.
I
I
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O A s 0L
Section
S d ' -
h
L
Strain
-
fsi
fssc
- -
Stress in Stress in
concrete reinforcement
Figure 1. Conditions of stress and strains assumed a t the ultimate limit state
.------
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55. BSI BS*BLLO PART*3 85 lb2Llbbî 0022Ll07 T ,
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BS 8110 : Part 3 : 1985
0,67 fCu
7m
Streu
Parabolic curve
mrn
2.4 x 10-4&- Strain 0.0035
0.67 takes account of the relation between the cube strength and the bending strength in a flexural member. It is
simply a coefficient and nor a partial safety factor.
NOTE. f,, is in N/mm2,
Figure 2. Short term design stress-straincurve for normal-weight concrete
Figure 3. Short term design stress-straincurve for reinforcement
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56. *- I BSI BS*83i10 PART*3 85 LbZ4bbî 0022908 I I
-A
Appendix B. Designexamples
NOTE. The use of each type of chart is illustrated by an example.
B.1 Singlyreinforcedbeams
Design the cross section of a slab for the ultimate moment
given. Designdetails:
fCu= 25 N/mmz;
fv = 250 N/mmz;
h = 160 mm;
cover = 30 mm to main reinforcement;
M per metre width = 27.6 kN.m.
BS 8110 : Part 3 : 1985
Issue 2,May 1989
Assume 16 mm bars
Therefore
d - 1 6 0 - [30 t T]16
= 122 mm
M 2 7 . 6 ~lo6
bd2 1000 x 1222
-I
= 1.E6 N/mm2'per metre width
From Chart No. 1
Therefore
A, =
0.94 x 1000 x 122
1O0
= 1145 mm2 per metrewidth
Therefore a suitable solution is to use 16 mm bars at
175 mm centres (¡.e. 1150 mm2 per metre width).
7-1 1
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57. BS 8110 : Part 3 : 1985
B,2 Doublyreinforcedbeams
Designthe centre cross section of a recta.ngular beam to
comply with the following requirementsat the ultimate
limit state.
Designdetails:
feu = 40 Nlmm’ ;
f, = 460 N/mm2;
M = 127 kN*m;
cover = 30 mm to main reinforcement.
The critical cross section under consideration is given
below and the bending moment a t the ultimate limit state
has been obtained by redistribution involving a reduction
equal to 30 % of the numerically largest moment given by
the elastic maximum momentsdiagramfor the beam,
h=4OOrL
O
t30
Assume 10 mm bars for compression reinforcement and
25 mm bars for tension reinforcement.
- - 35 0.10 therefore use Chart No. 18
d’
d 357.5
- -
Mlbd2 = 4,97
A reduction of.30 % due to redistribution requiresthat the
neutral axis depth should be limited such that xld Q 0.3.
Thus a solution must be sought on or to the left of the line
markedxld = 0.3 on Chart No. 18. A suitable solution is:
100AJbd = 1,42;
100A,’lbd = 0.3 (by interpolation).
Therefore A, = 1015 mm2
and A,’ = 214 mm2
Therefore reinforcementto be provided
A,: 2 No. 20 -t 2 No, 16 (area 1030 mm’)
A’$:2 No. 12 (area226 mm2)
The use of 12 mm compression reinforcement means that
d’/dis now 0.101 thus the use of Chart No. 18 is still
justified,
B.3 Rectangularcolumns
Design the cross section of a rectangularcolumn to comply
with the following requirementsat the ultimate limit state.
Design details:
feu= 50 N/mmz;
f, = 460 N/mm2;
cover = 40 mm to main reinforcement;
M = 91.2 kNmmabout major axis
O kN*mabout minor axis
N = 2460 kN
The cross section of the column is as follows:
h=45i
t+40
Assume 32 mm bars
- = - 394 =0.88 therefore use Chart No, 49 where
h 450
dlh = 0.90
Mlbh’ r2.25
Nlbh = 27.4
From Chart No. 49
100AJbh = 2.6
ThereforeA, 2340 mm2
Therefore a suitable solution is to use 4 No. 32 mm cold
worked bars (Le. 3220 mmz1,
r
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58. BSIBSmB11O PART*3 ô5 1 b 2 Y b b ï O022410 T m
i . - -
For informationabout EIS1services relatingto third party certification to suitable BritishStandardproduct specifications, schemes
for the registration of firms of assessed capability,testing and inspectionfacilities, please contact the Director, Quality Assurance
Division, BSI, PO Box 375, Milton Keynes MK14 6LO.
- 7 .
Publicationsreferredto
BS 8110 Structural use of concrete
Part 1 Cade of practice for design and construction
Part 2 Code of practice for special circumstances
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59. 8 BS 8110:Part 3: 1985
This British Standard, having been prepared under the direction of
the Civil Engineering and Building Structures Standards Commit.tge,
was published under the authority of the Board of BSI and com& ., Contract requirements
into effect on 31 December 1985.
O British Standards Institution, 1985
ISBN O 580 14781 9
Milton Keynes MK14 6LE. The number for telephone enquiries is
0908 320033 and for telex 825777.
A British Standard does not purport to include all the necessary
provisionsof a contract, Usersof British Standards are responsible
for their correct application.
British Standards Institution
Incorporated by Royal Charter, BSI is the independent national
body for the preparation of British Standards. It is the UK member
of the international Organization for Standardizationand UK
sponsor of the British National Committee of the International .
Electrotechnical Commission.
Copyright
Users of British Standards are reminded that copyright subsists in
ail BSI publications. No part of this publication may be reproduced
In any form without the prior permission in writing of BSI. Thls
does not precludethe free use, in the course of implementing the
standard, of necessary details such as symbols and size, type or
grade designations, Enquiriesshould be addressed to the
PublicationsManager, British Standards Institution, Linford Wood,
Committees responsible for this British Standard
The preparation of this British Standard was entrusted by the Civil
Engineeringand Building Structures Standards Committee (CSB/-)
to Technical Committee CSB139, uponwhich the following bodies
were represented:
Association of Consulting Engineers
British Aggregate Construction Materials Industries
British Precast Concrete Federation Ltd.
British Railways Board
British Ready Mixed Concrete Association
British Reinforcement Manufacturers' Association
British Steel Industry
Building Employers' Confederation
Cement Admixtures Association
Cement and Concrete Association
Cement Makers' Federation
Amendments issued since publication
Revision of British Standards
British Standards are revised, when necessary, by the issue either
of amendments or of revised editions, It is important that users of
Britlsh Standardsshould ascertain that they are in possessionof
the latest amendments or editions. Information on all BSI
publications is in the 8SI Catalogue, supplemented each month by
8SI News which is available to subscribing membersof the
Institution and gives details of new publications, revisions,
amendments and withdrawn standards. Any person who, when
making use of a British Standard, encounters an inaccuracy or
ambiguity, is requested to notify BSI without delay in order that
the matter may be investigated and appropriate action taken.
The following BSI references relate to the work on this standard:
Committee reference CSB/39
Draft (ref 84/14533) announced BSI News October 1985
Concrete Society
Departmentof the Environment (Building Research Establishment)
Department of the Environment (Housingand Construction
Departmentof the Environment (Property Services Agency)
District Surveyors' Association
Federationof Civil Engineering Contractors
Greater London Council
Incorporated Association of Architects and Surveyors
Institute of Clerks of Works of Great Britain Incorporated
Institution of Structural Engineers
Precast Flooring Federation
Royal Institute of British Architects
Sand and Gravel Association Limited
Industries)
Institution of Civil Engineers a
Amd, No. Date of issue Text affected
A
O
British'StandardsInstitution a 2 Park Street London WIA 2BS - Telephone 01-629 9000 Telex 266933 O
8606-1-4k-B ,------- CSB/39
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60. BSI. l i
AMD 5918
May 1989
-------
BSm811O P A R T r 3 85 a 1b24bb7 O022412 3
Amendment No. 1
published and effective from 31 May 1989
to BS 8110 : Part 3 : 1985
Structural use of concrete
Part 3. Design charts for singly reinforcedbeams,
doubly reinforced beams and rectangular columns
Instructionsfor the insertionof revised pages
AMD 5918
Replace pages ¡i¡ and iv and v and vi by new pages i¡¡ and iv and v and vi (pages iv and vi
unchanged).
8905-2-4k-B- --
La-. -,’
CSEU39
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