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SANS10160-1 | Reliability Engineering | Risk
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Basis of structural design and actions for buildings and industrial structures Part 1: Basis of structural design
Published by SABS Standards Division 1 Dr Lategan Road Groenkloof Private Bag X191 Pretoria 0001 Tel: +27 12 428 7911 Fax: +27 12 344 1568 www.sabs.co.za © SABS
SANS 10160-1:2010 Edition 1
Table of changes Change No. Date Scope
The SABS Standards Division wishes to acknowledge the valuable assistance derived from the South African Institution of Civil Engineering (SAICE).
This South African standard was approved by National Committee SABS SC 59I, Construction standards – Basis for the design of structures, in accordance with procedures of the SABS Standards Division, in compliance with annex 3 of the WTO/TBT agreement. The SANS 10160 series consisting SABS 0160:1989 (edition2). This document was published in May 2010. The SANS 10160 series consists of the following eight parts, under the general title Basis of structural design and actions for buildings and industrial structures: Part-1, Basis of structural design. Part-2, Self-weight and imposed loads. Part-3, Wind actions. Part-4, Seismic actions and general requirements for buildings. Part-5, Basis for geotechnical design and actions. Part-6, Actions induced by cranes and machinery. Part-7, Thermal actions. Part-8, Actions during execution. Annexes A, B, C, D and E are for information only. of SANS 10160-1 to SANS 10160-8 supersedes
SANS 10160-1:2010 Edition 1 Background
With the revision of SABS 0160, its scope has generally been maintained in terms of the structures provided for, design procedures to be applied and the associated levels of reliability, as well as the actions to be considered. Similarly, the materials-based structural design standards which are intended to be applied in conjunction with SANS 10160 have generally been maintained. Deviations in scope and contents from that of SABS 0160 derive mainly from the incorporation of improved, additional models and procedures that are in the main implemented internationally. The general basis of structural design utilises the limit states based partial factor procedures to achieve appropriate levels of reliability for the design of safe and sound structures. The requirements include not only the treatment of actions and their combinations and effects on structures, but also the material-independent requirements for structural resistance. Changes from the general requirements stipulated in SABS 0160 result mainly from extensions of the design situations and the related limit states which are required to be considered. Although this appears to increase the complication of the design procedures, it really clarifies the requirements. The extended basis of design should improve the consistency of the reliability of structural performance, improve the reliability where necessary and also remove some unwarranted conservatism. The provisions of SANS 10160 update the procedures for the treatment of actions as stipulated in SABS 0160 by presenting revised and extended requirements, load models and the determination of appropriate values for the actions. The revised procedures apply to self-weight and imposed loads, wind actions, seismic actions and earthquake resistance as well as crane induced actions. An important addition to the scope of SANS 10160 is to provide for the following: a) Geotechnical design and actions for situations within the scope of buildings and similar industrial structures. b) Other additions include the following: 1) 2) 3) actions induced by stationary rotating machinery are added to the provisions for crane induced actions; new provisions for thermal actions include information on local climatic conditions, as specified in the TMH7 requirements for bridge design; and requirements and actions on the structure during execution are also added, which represent the situations to which a structure is exposed during construction, prefabrication, erection or reconstruction. These requirements should ensure that proper attention is given to the assignment of responsibilities for the performance of the structure not only ultimately during its use, but also during its execution.
Relationship with Eurocodes
Although SABS 0160 served as basis and reference for the scope and reference levels of reliability and ISO standards, in particular SANS 2394, SANS 10160 is primarily based on appropriate parts of the Eurocodes.
Advances were made in the Eurocodes in the treatment of a comprehensive set of structures and structural materials within a consistent reliability framework and providing for an elaborate set of actions related to the function of the civil engineering works and environmental exposure, whilst allowing levels of safety to be set nationally. The comprehensive treatment of the design of civil engineering works in Eurocode results in harmonization and consistency between its various parts. Equivalent unification is therefore also achieved by reference to the respective Eurocode parts of the various procedures which are incorporated into SANS 10160. Adjustments for local environmental conditions, present levels of reliability and a limited degree of providing for existing practice and preferences in SANS 10160 are similar to the adjustments allowed for Eurocode member states through the Nationally Determined Parameters. SANS 10160 however, deviates substantially from Eurocode practice through the compilation of the eight part standard series into a single document. A conscious effort was made to achieve as compact and effective a layout of the relevant material. However, since such a formulation and format can be considered as a harmonised scaling down of Eurocode, the benefits from the consistent and unified Eurocode procedures are maintained. An important practical implication of the high degree of consistency that has been maintained between this standard and the relevant Eurocode parts is that Eurocode procedures can be applied in design for situations which are outside the scope of this standard. Guidance to this effect is given in the relevant parts of SANS 10160. Specialist input will generally be required for these situations. The reference in a part of the SANS 10160 series to the Eurocodes also implies a recommendation that the future revision of materials-based structural design standards, or the introduction of new standards which are not presently available, also refer to the Eurocodes. Such development will improve the consistency between SANS 10160 and all other South African structural design standards. By sharing a common basis of design, the lack of consistency between the present materials-based structural design standards will also improve. Such development would also enhance harmonization of South African standards with international practice.
Outline of parts
An outline and summary of the most important features of the eight parts of SANS 10160 are given below. An indication is also given of changes from SABS 0160, where relevant. Additional information on the considerations and motivations for changes and the introduction of new procedures is provided in the publication, Background to SANS 10160 (see bibliography). • SANS 10160-1: Basis of structural design, serves as a general standard to specify procedures for determining actions on structures and structural resistance in accordance with the partial factor limit states design approach. The requirements and procedures are formulated to achieve acceptable levels of safety, serviceability and durability of structures within the scope of the application of the SANS 10160 series. Procedures for the basis of structural design include requirements for the specified minimum values for actions on structures presented in parts 2 to 8 of SANS 10160, the determination of design values for the effects of combined actions on the structure under a sufficiently severe and varied set of limit states, and general requirements for sufficient structural resistance reliability to which the related materials-based structural design standards should comply.
covers procedures for the determination of actions on landbased structures due to natural winds. • SANS 10160-2: Self-weight and imposed loads. railings. Improved specification of procedures for design assisted by testing is obtained by requiring an equivalent level of reliability to that achieved by the procedures of SANS 10160. The design of geotechnical structures such as slopes.
. presents procedures for the treatment of self-weight and imposed loads on buildings. A proper basis for improved specifications of robustness requirements is also presented. but procedures are restricted to situations where principles of proper layout and detailing are complied with. The basic wind speed is based on an equivalent 10 min average value. SANS 10160-3: Wind actions. Provisions for actions on structures exposed to earthquakes are revised and updated. Terrain categories are modified to present a more even distribution of wind exposure conditions. The values of the basic wind speed are selected to be equivalent to the 3 s gust wind speeds used in the SANS 10160. represents an extension of the scope of SANS 10160 to set out the basis for geotechnical design and gives guidance on the determination of geotechnical actions on buildings and industrial structures. Procedures are given for determining representative values for geotechnical actions. as well as actions caused by ground movement. The wind map is nominally updated.SANS 10160-1:2010 Edition 1
Provisions are introduced for taking situations and associated actions into account which are not expected during design life. horizontal loads on parapets. The specification of seismic design of standard structures is extended. earth pressure. covers earthquake actions on buildings and provides strategies and rules for the design of buildings subject to earthquake actions. balustrades and partitions. including recommended values of material densities. but its presentation is modified. Minimum characteristic values for imposed loads as variable actions are given for loads on floors as a function of the occupancy. • SANS 10160-4: Seismic actions and general requirements for buildings. but with such severe consequences that the risks of such situations need to be considered. ground water and free water pressure. Procedures are given for determining selfweight of structural and non-structural materials as permanent loads. imposed roof loads. SANS 10160-5: Basis for geotechnical design and actions. The scope of application is limited to the general type buildings and industrial structures (in line with the SANS 10160 series) and is restricted to structures in which wind actions can be treated as quasi-static. The wind climate given in SANS 10160 is effectively maintained. Guidance is given on testing procedures and the statistical treatment of the results required for compliance. an extended range of imposed loads for industrial use of buildings. embankments or free-standing retaining structures is not covered in SANS 10160-5. The wide-ranging additional information on pressure and force coefficients represents a substantial update of the procedures for wind actions on structures. including vertical earth loading.
and the associated requirements for structural resistance. SANS 10160-8: Actions during execution. SANS 10160-7 introduces provisions for thermal actions based on the South African climate. The basis of design for structural performance also applies to the design rules for structural resistance as provided in the materials-based structural design standards which refer to SANS 10160.
0. with appropriate degrees of reliability and in an economic way. consisting of buildings and similar industrial structures. The application of the normative stipulations of this series and the related materials-based structural design standards are deemed to achieve compliance with the basic principles due to the technological and experience base of the standard. sustain all actions and influences likely to occur during execution and use and to remain fit for the use for which it is intended.
0. SANS 10160-6 includes improved provisions for crane induced actions by the introduction of new models and proper specification of the combination of actions. SANS 10160 provides the principles and design rules together with the actions that need to be taken into account in the design of an outlined scope of structures. The responsibility for complying with the requirements of SANS 10160-8. rules and models for structural behaviour and reliability. should be clearly defined in the contractual documents for individual projects. the determination of temperatures and temperature gradients in buildings. specifies imposed loads associated with overhead travelling bridge cranes on runway beams at the same level. allowing for local conditions and practice.1 General
The basis of design for structural performance is to establish the ability of structures to sustain actions and maintain their integrity and robustness. It should be noted that the responsibility for the performance of the structure during execution is assigned in accordance with contractual conditions and professional appointments.
. The requirements are based on experience with satisfactory performance of structures designed according to the specified principles. as well as their structural elements. including construction. fabrication and erection. including the classification and representation of actions.2 Compliance with basic principles
The basic principle for structural performance is that the structure will. SANS 10160-7: Thermal actions. and also actions induced by a limited range of stationary machinery causing harmonic loading. during its intended life. It contains procedures for the identification of design situations and representation of actions and their effects on the incomplete structure. introduces new procedures that cover principles and general rules for the determination of actions which should be taken into account during the execution of buildings.SANS 10160-1:2010 Edition 1
• SANS 10160-6: Actions induced by cranes and machinery. SANS 10160-8 also introduces provisions for actions on structures during execution of the construction works. considering all activities carried out for the physical completion of the work. introduces new procedures that cover principles and rules for calculating thermal actions on buildings. including actions on the partially completed works and temporary structures. but referring also to international practice and improving harmonisation with such practice.
which are not considered likely to occur during the design life of the structure. In the case of fire. This provides the basis for the continued use of existing materials-based structural design standards together with SANS 10160. very high winds such as cyclones or tornadoes. additional abnormal situations and actions may be identified for treatment as accidental situations and related actions. situations and actions. A sufficiently low probability of occurrence of abnormal events forms the fundamental consideration for the treatment of these events. the requirements for structural integrity and robustness are related to the time needed for emergency measures. fire. The influence of the revision of SABS 0160 on the existing materials-based structural design standards therefore requires consideration. particularly in comparison to the acceptable risk as implied by the basic requirements for buildings. Examples are the provisions for seismic actions. The full potential of the extended reliability framework provided in SANS 10160.SANS 10160-1:2010 Edition 1 0. These requirements are covered by normative stipulations for actions on structures as set out in the respective parts of SANS 10160. in the design of more efficient or advanced structures and utilising modern structural materials.
. provision for the integrity and robustness of the structure will reduce its vulnerability to such activities. Abnormal events and conditions include earthquakes. or when new standards are introduced. may be identifiable. provisions for fire. Certain situations and actions are identified and classified as accidental in the normative stipulations for considering such actions. or may result from conditions that cannot be clearly identified in advance. ignition of industrial liquids or boiler failure. Such a decision may be based on the risk assessment of the system related to the structure. Risk levels should however be acceptable in comparison with the risk implied by the reliability levels applied in this part of SANS 10160. Although the effects of war and terrorism fall outside the scope of SANS 10160.
0. The principle of design for integrity and robustness is that damage to the structure is accepted. Abnormal events. are clearly related. For specific projects. the structure is also required to have integrity and robustness against the effects of abnormal events resulting in exceptional conditions and actions on it. explosions due to gas. Such incorporation of identified accidental actions for specific projects is made in agreement with the owner and relevant authorities.3 Provision for abnormal events
In addition to compliance with the basic principles.4 Relation of SANS 10160 to materials-based structural design standards
The actions stipulated in SANS 10160 and the ability of structures to sustain such actions. but that the structure will not be damaged to an extent disproportionate to the original cause of the abnormal unidentified or identified events. wind actions and crane induced actions. The risk resulting from such low probability events with extreme consequences should be tolerably small. as stipulated in the materials-based structural design standards. A minimum degree of robustness is required in terms of the provision for unidentified abnormal events. The principle has been maintained that the acceptable performance of structures designed according to existing procedures provides confirmation of sufficient levels of reliability. adjacent excavation or flooding causing severe local foundation failure. will be realised when the materials-based structural design standards are also revised accordingly. impact from vehicles or falling and swinging objects. and specific situations for imposed loads. and the consequences of human error.
................................8 Quality management measures ............................................ 5... Relationship with Eurocodes... 7.4 Strategies for accidental design situations ...................................... 4............................................................................................................................................2 Application of limit states design......................................... 4............................... 4.......................................................................................................................... 4.................1 Verification ...4 Serviceability limit states ............................................... Introduction .................................................................................................................................................................................................. 33 7 Ultimate limit states design verification .............................. 5..................................................................................................... 35 35 35 36 40
...................................................................................................SANS 10160-1:2010 Edition 1
Page Acknowledgement Foreword Background ......................................................5 Reliability management .......................................................................................................8 Geotechnical parameters and actions.............................................................................3 Combination of actions .............................................................. 7.................................................................................................................. 1 1 2 4 9
2 Normative references.................................................................................................4 Requirements for structural integrity and robustness............................................................................................................................................................... 5 Principles of limit states design ........................... 11 3..............................................................................................................................1 Application requirements......................................................... 5.........................2 General pre-requisites .............................................................................................................................3 Ultimate limit states ......................................................................6 Design working life........................7 Durability ................. Outline of parts..............................1 General................. 4.........................2 Symbols .......................................................... 10 3 Definitions and symbols ....................................................................... 4....................................................... 4........................................................................2 Criteria of failure for resistance and static equilibrium .........7 Geometrical properties....................... 4......... 15 4 Requirements ........................................................................ 5....................................... 5.........................................................................................................................5 Actions .................................................................................................................................................. 1 Scope.............. 5..................................1 Definitions .......................... 5...........6 Material and product properties .. 7....................................................................................................................................................................................................................................................................................................... 7..... 5......................................................... 19 19 19 20 20 21 24 24 25 26 26 26 27 28 29 31 32 33
6 Combination values of variable actions... 11 3..........3 Basic requirements...................................................................
.. 8.... 8................................................................................................................................................................................................................................................................................................................... 49 Annex B (informative) Design for consequences of localised failure due to unspecified causes .....................1 Criterion of failure ....... 48 Annex A (informative) Management of structural reliability .......................... 62 Annex D (informative) Recommended criteria for deformation of buildings ........................................................ 53 Annex C (informative) Deformation of buildings ...................................................... 8.................... 76 Bibliography ......................................................... 81
............................................................. 71 Annex E (informative) Guidance for design assisted by testing ..................... 43 43 43 47
9 Design assisted by testing ................................3 Combination of actions ......................................................................................................2 Serviceability criteria ....................SANS 10160-1:2010 Edition 1
8 Serviceability limit states design verification .........................................................................................
from gas or explosive materials). e) actions on bridges.
1.1 SANS 10160 covers the basis of design and the actions on
(a) building structures. or g) actions due to internal or external explosions (for example. b) actions on structures subject to internal pressures from the contents (for example bunkers.2 SANS 10160 does not cover the following:
a) actions due to fire.
. SANS 10160 is also applicable for the structural appraisal of existing structures. towers and masts. water tanks). c) actions due to hydrodynamic effects. for developing the design of repairs and alterations or for assessing changes of use. d) actions on chimneys.
NOTE Additional or amended provisions may be necessary where appropriate. f) actions on special industrial structures. silos. and (b) industrial structures utilizing structural systems similar to those of building structures.SANS 10160-1:2010 Edition 1
The structural use of steel – Part 1: Limit-state design of hot-rolled steelwork. SANS 10160-7. SANS 10160-5. serviceability
and durability of structures.
. Basis of structural design and actions for buildings and industrial structures – Part 8: Actions during execution. SANS 10100-1. the latest edition of the referenced document (including any amendments) applies. SANS 10160-4. Basis of structural design and actions for buildings and industrial structures – Part 2: Self-weight and imposed loads.
The following referenced documents are indispensable for the application of this document. Information on currently valid national and international standards can be obtained from the SABS Standards Division. Basis of structural design and actions for buildings and industrial structures – Part 7: Thermal actions. describes the basis for their design and verification. For dated references. SANS 10137. SANS 10160-6. SANS 10162-2. Basis of structural design and actions for buildings and industrial structures – Part 6: Actions induced by cranes and machinery.4 The general principles and procedures for structural design for the safety. Basis of structural design and actions for buildings and industrial structures – Part 5: Basis for geotechnical design and actions. only the edition cited applies. SANS 10162-1. SANS 10160-2. The structural use of concrete – Part 1: Design. This part of SANS 10160 covers the geotechnical actions directly relevant to buildings and industrial structures. Basis of structural design and actions for buildings and industrial structures – Part 3: Wind actions. The installation of glazing in buildings. For undated references.
1. Structural use of steel – Part 4: The design of cold-formed stainless steel structural members. Basis of structural design and actions for buildings and industrial structures – Part 4: Seismic actions and general requirements for buildings.3 This part of SANS 10160 establishes principles and requirements for the safety. SANS 10160-8.SANS 10160-1:2010 Edition 1 1. SANS 10160-3. and specifies minimum design values for actions and gives guidelines for related aspects of structural reliability in the structural design of buildings and industrial structures. The structural use of steel – Part 2: Limit-states design of cold-formed steelwork. serviceability and
durability of structures provided in this part of SANS 10160 apply to both the actions on structures and the behaviour of the structure in resisting such actions as specified in the materials-based structural design standards. SANS 10162-4.
usually of short duration but of significant magnitude. 3.2 accidental action A action. NOTE 2 Impact.4. depending on the available information on statistical distributions.2 indirect action set of imposed deformations or accelerations
NOTE Indirect actions are caused by.
3 Definitions and symbols
3.1.1. The structural use of masonry – Part 2: Structural design and requirements for reinforced and pre-stressed masonry.
3. uneven settlement or earth quakes.4 action F 3.3 accidental design situation design situation involving exceptional conditions of the structure or its exposure.SANS 10160-1:2010 Edition 1
SANS 10163-1. wind and seismic actions may be variable or accidental actions.1. SANS 10164-2.1.1 acceptable acceptable to the authority or the competent people administering this standard 3.
. impact or local failure 3. that is unlikely to occur on a given structure during the design working life
NOTE 1 An accidental action can be expected in many cases have severe consequences unless appropriate measures are taken. snow. temperature changes.1.1.1 direct action set of forces (loads) applied to the structure 3. moisture variation. The structural use of timber – Part 1: Limit-states design. explosion.1 Definitions
For the purpose of this document. for example.4. including fire. the following definitions and symbols apply.
1.11 design working life assumed period for which a structure or part of it is to be used for its intended purpose with anticipated maintenance but without major repair being necessary
. or.10 design value of an action Fd value obtained by multiplying the representative value by the partial factor. γF = γS. NOTE 2 A nominal value is used as the characteristic value in some circumstances.1.9 design value of a material or product property Xd or Rd value obtained by dividing the characteristic value by a partial factor. γf
NOTE The product of the representative value multiplied by the partial factor.8 design situations sets of physical conditions representing the real conditions occurring during a certain time interval for which the design will demonstrate that relevant limit states are not exceeded 3.5 characteristic value Xk or Rk value of a material or product property having a prescribed probability of not being attained in a hypothetical unlimited test series
NOTE 1 This value generally corresponds to a specified fractile of the assumed statistical distribution of the particular property of the material or product.
3.d × γf. γm or γM.1.1.
3.6 characteristic value of an action Fk principal representative value of an action
NOTE In so far as a characteristic value can be fixed on statistical bases. it is chosen so as to correspond to a prescribed probability of not being exceeded on the unfavourable side during a "reference period". by direct determination 3. in special circumstances.
3.7 competent person appropriately qualified and experienced person 3.SANS 10160-1:2010 Edition 1
3.1. taking into account the design working life of the structure and the duration of the design situation. may also be designated as the design value of the action.1.1.
1. the inspection and the documentation thereof
NOTE The term covers work on site.14 limit state state beyond which the structure no longer satisfies the design performance requirements
NOTE Limit states separate desired states (no failure) from undesired states (failure).1.19 reliability differentiation measures intended for the socio-economic optimisation of the resources to be used to build construction works.16 permanent action G action that is likely to act throughout a given reference period and for which the variation is always in the same direction (monotonic) until the action attains a certain limit value 3.1.12 execution all activities carried out for the physical completion of the work including procurement.
3. including the design working life.13 irreversible serviceability limit states serviceability limit states where some consequences of actions exceeding the specified service requirements will remain when the actions are removed 3.
3. NOTE 2 Reliability covers safety.1.
3.1.1.17 persistent design situation design situation that is relevant during a period of the same order as the design working life of the structure
NOTE The persistent design situation generally refers to conditions of normal use.15 nominal value value fixed on non-statistical bases. serviceability and durability of a structure.1. for which it has been designed
NOTE 1 Reliability is usually expressed in probabilistic terms.18 reliability ability of a structure or a structural member to fulfil the specified requirements.SANS 10160-1:2010 Edition 1
3. it may also signify the fabrication of components off site and their subsequent erection on site. taking into account all the expected consequences of failures and the cost of the construction works
.1. for instance on acquired experience or on physical conditions 3.
3. combination values.23 seismic action AE action that arises due to earthquake ground motions 3.
3.1.1. to withstand actions without mechanical failure
NOTE Examples of resistance include bending resistance.25 transient design situation design situation that is relevant during a period much shorter than the design working life of the structure and which has a high probability of occurrence
NOTE A transient design situation refers to temporary conditions of the structure. nor monotonic
.1.1.1.SANS 10160-1:2010 Edition 1
3.1.1.21 resistance R capacity of a member or component. for example during construction or repair.20 representative value of an action Frep value used for the verification of a limit state
NOTE Representative values consist of characteristic values.1.
3. frequent values and quasipermanent values. of use. buckling resistance and tension resistance. but may also consist of other values.22 reversible serviceability limit states serviceability limit states where no consequences of actions exceeding the specified service requirements will remain when the actions are removed 3. or exposure. or a cross-section of a member or component of a structure.27 variable action Q action for which the variation in magnitude with time is neither negligible in relation to the mean value.
3.26 ultimate limit state state associated with collapse or with other similar forms of structural failure
NOTE These states generally correspond to the maximum load-carrying resistance of a structure or structural member.24 serviceability limit states states that correspond to conditions beyond which specified service requirements for a structure or structural member are no longer met 3.
j building height storey height clear storey height multiplication factor span of horizontal ties
.2 Symbols
NOTE The notation used is based on ISO 3898.2.SANS 10160-1:2010 Edition 1 3. whichever is less permanent action characteristic value of permanent action.dst Ed.1 Latin upper case letters
A Ad AE AEd Cd Ed E{–} Ed.
3. i representative value of an action limiting tie load of 60 kN/m or (20 + 4ns) kN/m.j H Hi Hc KF L accidental action design value of an accidental action seismic action design value of seismic action AEd = γI × AEk limiting design value of the relevant serviceability criterion design value of effect of actions function defining the effect of actions design value of the effect of destabilising actions design value of the effect of stabilising actions an action design value of an action characteristic value of an action characteristic value of action.stb F Fd Fk Fk.i Frep Ft G Gk.
i R Rd Rk R{–} T Ti Tp Xd Xk relevant representative value of a prestressing action variable action variable crane induced action variable action during execution of structure variable geotechnical action imposed load.SANS 10160-1:2010 Edition 1
P Q QCI QEX QG QI Qk QMI QT QW Qk. i resistance design value of the resistance characteristic value of the resistance function defining the resistance for a particular limit state force resisted by a vertical tie design tensile load for accidental limit state for effective horizontal internal ties design tensile load for accidental limit state for effective horizontal perimeter ties design value of a material property characteristic value of a material property
3. for example on building floors and roofs characteristic value of a variable action variable action induced by machinery variable thermal action wind action characteristic value of the leading variable action characteristic value of the accompanying variable action.2 Latin lower case letters
ad ak pf gk design value of geometrical data characteristic value of geometrical data notional probability of failure characteristic floor self-weight
.1 Qk.2.
i characteristic imposed floor load number of storeys spacing of horizontal ties wall thickness overall horizontal displacement over the building height. w2. Hi.3 Greek upper case letters
change made to nominal geometrical data for particular design purposes. for example assessment of effects of imperfections implies "the combined effect of"
.2. for storey.SANS 10160-1:2010 Edition 1
qk ns s t u ui u1 u2 u3 u4 w wc w1 w2 w3 w4 wtot wmax xk. H horizontal displacement over the storey height. i initial part of the deflection under structural self-weight initial part of the deflection under non-structural self-weight additional part of the deflection due to the variable action (short-term) long-term part of the deflection under permanent and quasi-permanent lead (creepdeflection) vertical displacement of a structural member pre-camber in the unloaded structural member initial part of the deflection under structural self-weight initial part of the deflection under non-structural self-weight additional part of the deflection due to the variable action (short-term) long-term part of the deflection under permanent and quasi-permanent lead (creepdeflection) total deflection as sum of w1. w3 and w4 deviation of the respective middle or end point of the member from a reference position characteristic value of material property. i
which also accounts for model uncertainties and dimensional variations partial factor which allows for the variability in the action.1 λQ. the uncertainty in modelling the action and in some cases the modelling of the action effect partial factor for permanent actions. j partial material factor which allows for uncertainty in the material property partial factor for material property.2.4 Greek lower case letters
″+″ implies "to be combined with" target safety index partial factor for actions. plus geometric deviations if these are not modelled explicitly partial factor associated with the uncertainty of the action or action effect model (or both) cumulative normal distribution function combination factor for variable action combination factor for an accompanying variable action that accounts for the probability of simultaneous occurrence of this accompanying action with the corresponding leading action. which accounts for the possibility of unfavourable deviations of the action values from the representative values partial factor for actions. which accounts for the possibility of unfavourable deviations of the action values from the representative values partial factor for permanent actions.i λg
γG λG. which also accounts for model uncertainties and dimensional variations partial factor for variable action. which also accounts for model uncertainties and dimensional variations partial factors for the permanent action. ψi = 1 combination factor for variable geotechnical actions combination factor for variable crane induced actions
βt λf λF λF. which also accounts for model uncertainties and dimensional variations partial factor for the leading variable action partial factor for variable action. i partial factor covering uncertainty in the resistance model.j λm λM λQ λQ.i λR λS.SANS 10160-1:2010 Edition 1
3. if the combination factor does not apply.d Φ ψ ψi
ψgeotechnical ψcrane
. for the structural use of concrete.1 This part of SANS 10160 shall be used in conjunction with the requirements specified in the following standards:
a) SANS 10160-2. namely.SANS 10160-1:2010 Edition 1
4.2 This part of SANS 10160 shall also be used in conjunction with appropriate standards for the structural design of buildings and industrial structures.
4. b) SANS 10137. b) SANS 10160-3. factories. e) SANS 10160-6.1 Application requirements
4. b) execution shall be carried out by personnel having the appropriate skills and experience. for thermal actions. for the structural use of timber.1. for seismic actions and general requirements for buildings. for actions induced by cranes and machinery. c) adequate supervision and quality control shall be provided during the execution of the work. f) SANS 10160-7. d) SANS 10162-2. for glazing in buildings. for the basis for geotechnical design and actions. plants. and g) SANS 10160-8. for the structural use of masonry. for self-weight and imposed loads. c) SANS 10160-4. in the design offices. for actions during execution. and on site. c) SANS 10162-1. for cold-formed stainless steel structural members. f) SANS 10163-1.2 General pre-requisites
The general pre-requisites for the application of SANS 10160 are as follows: a) the choice of the structural system and the design of the structure shall be made by a competent person. and g) SANS 10164-2.
4. for the limit-states design of hot-rolled steelwork. for the limit-states design of cold-formed steelwork. for wind actions. such as the following materials-based structural design standards:
a) SANS 10100-1. e) SANS 10162-4. d) SANS 10160-5.1.
during its intended life. and f) the structure shall be used in accordance with the design assumptions.
4.1) which deem-to-satisfy the basic requirement that the structure will.2 A structure shall be designed to have adequate
a) structural resistance. and c) durability. e) the structure shall be adequately maintained.
4. explosions.SANS 10160-1:2010 Edition 1
d) the construction materials and products shall be in accordance with the appropriate materialsbased structural design standards (see 4. execution.1).3. relevant to the particular project.1 A structure shall be designed and executed in accordance with the limit states procedures of
parts 2 to 8 of SANS 10160 and the materials-based structural design standards (see 4.
NOTE Abnormal events involve exceptional conditions of the structure or its exposure to fire.3. NOTE 2 See 4.
. production. b) the appropriate design and detailing.1 A structure shall be designed and executed in accordance with the limit states procedures of SANS 10160 and the materials-based structural design standards (see 4.3 The basic requirements shall be met by
a) the choice of suitable materials. and use.4 Requirements for structural integrity and robustness
NOTE 1 There may be cases when the assumptions above need to be supplemented. and b) remain fit for the use for which it is intended.3 Basic requirements
4.8 and annex A for quality management procedures relevant to ensuring compliance with the general assumptions of SANS 10160. earthquakes. with appropriate degrees of reliability and in an economic way a) sustain all actions and influences likely to occur during execution and use. This will ensure that the structure will not be damaged to an extent disproportionate to the original cause by abnormal events. impact or local failure or the consequences of human error.3. and that it has the ability to withstand local damage without it causing or initiating widespread collapse. and c) by specifying the control procedures for design. b) serviceability.1) for unidentified and identified accidental design situations and actions in order to provide compliance with the basic requirements.4.
as far as possible.4. c) selecting a structural form and design that can adequately survive the accidental removal of an individual member or a limited part of the structure.
4. and b) have appropriate execution and quality management measures.
NOTE See annex A for additional guidance on the management of reliability for structures.4 Potential damage shall be avoided or limited by the appropriate choice of one or more of the
following: a) avoiding. and e) tying the structural members together.1 Principles
4.4. eliminating or reducing the hazards to which the structure can be subjected.
Values for identified accidental actions shall be determined in accordance with the requirements of the applicable parts of SANS 10160. adjacent excavation or flooding causing severe local foundation failure. identified events and the resulting situations and actions shall be considered to ensure that the risks to which occupants and the public are exposed.5.4.1.3.
4.3 Optional identified accidental design situations related to specific structures may be provided
for in accordance with the procedures as specified in this part of SANS 10160. are lower than the general risk indicated in this part of SANS 10160. b) selecting a structural form which has low sensitivity to the hazards considered.1).
4. structural systems that can collapse without warning.4.
. NOTE 2 Strategies for the provision of sufficient integrity and robustness against unidentified design situations and actions are given in 7.2.SANS 10160-1:2010 Edition 1
4. Although the level of performance may be decided on by the owner.4. very high winds such as cyclones and tornadoes and the consequences of gross human error.
NOTE 1 Examples of unidentified accidental design situations and actions include explosions. d) avoiding.
NOTE Strategies for the provision of sufficient integrity and robustness against identified design situations and actions are given in 7.1 The reliability required for structures within the scope of SANS 10160 shall be achieved in the following way: a) be designed in accordance with SANS 10160 and the materials-based structural design standards (see 4.5 Reliability management
4. or the occurrence of localised damage.5.2 Sufficient integrity and robustness of the structure shall be provided for unidentified
accidental design situations and actions.
5.1. and e) the expense and procedures necessary to reduce the risk of failure.5.
c) measures relating to quality management. active and passive protection measures. and b) serviceability.2 Different levels of reliability may be adopted inter alia for a) structural resistance. c) potential economic losses.3 The choice of the levels of reliability for a particular structure shall take into account the relevant factors. 4.5. e) other measures relating to the following other design matters: 1) 2) the basic requirements. d) measures aimed at reducing errors in design and execution of the structure. and the choice of partial factors.4 The levels of reliability that apply to a particular structure may be specified in one or both of the following ways: a) by the classification of the structure as a whole. d) public aversion to failure.5. the degree of robustness (structural integrity).1. and b) by the classification of its components. b) measures relating to the following design calculations: 1) 2) representative values of design variables. and gross human errors.
4. b) the possible consequences of failure in terms of risk to life or serious injury.
. and protection against risks of corrosion such as painting or cathodic protection).5 The levels of reliability relating to structural resistance and serviceability can be achieved by acceptable combinations of the following: a) preventive and protective measures (for example. including: a) the possible cause or mode (or both) of attaining a limit state. implementation of safety barriers.1.1.
NOTE See annex A for guidance on the reliability classification of structures.SANS 10160-1:2010 Edition 1
2.2.1) shall be deemed to achieve the intended levels of reliability for the safety. and g) adequate inspection and maintenance according to procedures specified in the project documentation. 4. in appropriate circumstances. where Φ is the cumulative normal distribution function. which are those limits concerning the functioning of the structure under normal use. the structure.
4.001.SANS 10160-1:2010 Edition 1
3) 4) 5) 6) durability. serviceability and durability performance of structures.5. NOTE 2 The level of reliability used as reference is expressed in terms of the notional probability of not being achieved as. which are those limits concerning the safety of people. and b) the serviceability limit states. consequences of its failure and the nature of failure shall be applied by assigning different reliability classes to the structure. the extent and quality of preliminary investigation of soils and possible environmental influences. for example. and the detailing.1. including the choice of the design working life.)
NOTE 1 Reliability differentiation can be applied by adjustment of provisions for the reference reliability class for which design parameters are generally provided.1 Correct application of the requirements given in SANS 10160 together with the materialsbased structural design standards (see 4.
.1. pf = Φ(−3.3 Reliability differentiation which takes into account differences in performance of the structure.
f) efficient execution.2 Implementation
4. the accuracy of the mechanical models used.2. Supervision during design and inspection during execution should also be taken into account.5.5. 4.2 The required level of reliability shall be achieved by the application of the principles of limit states methods in the design of structures. The limit states are divided into the following two categories: a) the ultimate limit states.6 The measures to prevent potential causes of failure or reduce their consequences (or both) may.0) ≈ 0. or any part of the structure.5.0 used for the ultimate limit state corresponds to probability of failure. 4. A value of βt =3. in accordance with the materials-based structural design standards specified in 4. based on current knowledge of structural reliability. (See annex A.5. pf = Φ(−βt). be interchanged to a limited extent provided that the required reliability levels are maintained.
and shall reflect both the intended service life and the influence of the consequence of structural failure on the appropriate level of reliability.SANS 10160-1:2010 Edition 1
NOTE In accordance with the principle of considering the reliability of existing practice to be acceptable.6 Design working life
The design working life shall be specified. for example bearings.2.5.1 The structure shall be designed such that deterioration over its design working life does not impair the performance of the structure below that intended. the following shall be taken into account:
a) the intended or foreseeable use of the structure.
.5. levels of resistance reliability for design according the present materials-based structural design standards (see 4. Table 1 — Indicative design working life
1 Design working life category 1 2 3 2 Indicative design working life years 10 25 50 3 Description of structures Temporary structuresa b Replaceable structural parts.
4.7. Indicative categories are given in table 1.7. Refer to SANS 10160-8 for the assessment of temporary structures during execution.7 Durability
4. and may also be used for determining time-dependent performance (for example. fire and rescue centres).4 The structural resistance achieved by applying the materials-based structural design standards specified (see 4.1) are regarded as sufficient. fatigue-related calculations and durability).1) shall be deemed-to-satisfy the required level of resistance.2 In order to achieve an adequately durable structure. The design working life category applies to the reference reliability class referred to in 4. having high consequences of failured or having another reason for an extended design working life
Structures or parts of structures that can be dismantled with a view to being re-used should not be considered as temporary. agricultural structures and similar structures with low consequences of failure Building structures and other common structuresc Building structures designated as essential facilities such as having post-disaster functions (hospitals and communication centres. having due regard to its environment and the anticipated level of maintenance. Consequences of structural failure could be determined in accordance with annex A.3.2. 4.
NOTE SANS 9001 is an acceptable basis for quality management measures. (See also SANS 2394.8 Quality management measures
In order to provide a structure which is in accordance with the requirements and assumptions made in the design.4 The degree of any deterioration may be estimated on the basis of calculations.3 The environmental conditions shall be identified at the design stage and their significance
assessed in relation to durability so that adequate provisions can be made for protection of the materials used in the structure in accordance with the requirements of the materials-based structural design standards (see 4. h) the quality of workmanship.1). b) Quality assurance. g) the shape of members and the structural detailing. experimental
investigation. e) the properties of the ground and geotechnical conditions. which deals with the identification of the reliability aspects of quality and management of the activities related to achieving quality requirements. or a combination of these considerations. such as through a quality plan and documentation. properties and performance of the materials and products. and the level of control.)
. These measures comprise: a) Quality management. i) the particular protective measures. experience from earlier constructions.
4. c) the expected environmental conditions. which deal with the collection of information applied to evaluate on compliance according to pre-set control criteria and acceptance rules. appropriate quality management measures should be in place. where relevant. c) Quality control measures.7.7.1 stipulate appropriate measures to reduce deterioration. f) the choice of the structural system.
NOTE The materials-based structural design standards specified in 4.
4. which deals with the specific actions taken.
4.SANS 10160-1:2010 Edition 1
b) the required design criteria. d) the composition. and j) the intended maintenance during the design working life. to ensure that the design fulfils the specified requirements for quality.
sets of deformations and imperfections.6 Verification of limit states that are concerned with time-dependent effects (for example
fatigue) shall be related to the design working life of the construction.2).1.
.2 Application of limit states design
5.4 Verification of one of the two categories of limit states may be omitted provided that
sufficient information is available to prove that it is satisfied by the other.4 The requirements for 5.2.1.1 General
5.2.2.3 All design situations and load cases shall be considered and the relevant critical design
situations and load cases shall be identified and verified.
5.3 A distinction shall be made between ultimate limit states and serviceability limit states (see
5.SANS 10160-1:2010 Edition 1
5 Principles of limit states design
5.6 Possible deviations from the assumed directions and positions of actions shall be taken into
5.1.2.2 It shall be verified that no limit state is exceeded when relevant design values are used in
these models for a) actions. described in clause 7 for the ultimate limit state and clause 8 for the serviceability limit state.
5. b) material properties.5.1.
5. taking into account the time-dependent
nature of both actions and the response of the structure where necessary.1 The relevant design situations shall be selected taking into account the circumstances under
which the structure is required to fulfil its function.2 The selected design situations shall be sufficiently severe and varied so as to encompass all
conditions that can reasonably be foreseen to occur during the execution and use of the structure.
5.5 Limit states shall be related to design situations. identifying compatible load
arrangements. 5.2.1.1 Design for limit states shall be based on the use of structural and load models for relevant
limit states.1 shall be achieved by the partial factor method.
5. c) product properties.2. load cases shall be selected.
5.2.5 For a particular verification. and d) geometrical data.
7 Structural and load models can be either physical models or mathematical models.1 Ultimate limit states relate to the following:
a) the safety of people.3. 5. loss of equilibrium of the structure or any part of it. considered as a rigid body.3.
5. rupture. b) failure by excessive deformation. which refer to the conditions of normal use. for simplicity.
5. transformation of the structure or any part of it into mechanism.2. the JCSS Model code for reliability based structural design.
5.8 As an alternative.3 States before structural collapse. a design directly based on probabilistic methods may be used. which refer to conditions applicable to the structure when subjected to seismic events and regarded as an accidental situation. fire. for example.4 The following ultimate limit states shall be verified where they are relevant:
a) loss of equilibrium of the structure or any part of it.5 Design situations for the ultimate limit state shall be classified in accordance with the
time-related nature of the application of the action as a) persistent design situations. and b) the safety of the structure. the consequences of localised failure.
5. which refer to temporary conditions applicable to the structure. SANS 2394. which refer to exceptional conditions applicable to the structure or to its exposure. including supports and foundations. and e) failure caused by fatigue of the structural material.3. c) failure caused by fatigue or other time dependent effects. NOTE 2 For a basis of probabilistic methods the designer could consult EN 1990. which.
NOTE Different sets of partial factors are associated with the various ultimate limit states (see clause 7). explosion.SANS 10160-1:2010 Edition 1
5. are considered in place of the collapse
NOTE 1 Specific conditions for the use of probabilistic design methods may be required.
NOTE The circumstances are those agreed upon for a particular project with the client or the relevant authority.3.2 In some circumstances the limit states that deal with the protection of the contents should be
classified as ultimate limit states.
5. for example during execution or repair. or specialist literature. b) transient design situations.2. or impact.
. c) accidental design situations. may be treated as ultimate limit states.3. d) seismic design situations.3 Ultimate limit states
1 Serviceability limit states apply to the following requirements for the structure under normal
use: a) the functioning of the structure or structural members.
NOTE 1 Examples of irreversible limit states are deformations that may cause damage to structural and non-structural elements. the term "appearance" relates to such criteria as high deflection and extensive cracking.4. (See annex D.
NOTE 1 In the context of serviceability. NOTE 2 Examples of reversible limit states are: a) deformations and vibrations that may cause discomfort to people b) deformations and vibrations due to the effect of variable actions that may affect the functioning of the structure. NOTE 4 Deformations affecting the strength and stability of a building or of its parts are taken into account in the process of structural design for the ultimate limit states. creep or relaxation that may affect the appearance of the structure.4 Serviceability limit states
5. It is however necessary that designers be aware of certain cases involving static or dynamic instability where the conditions existing during the normal use of the building may have a considerable effect on the ultimate limit state.4.2 Design situations for the serviceability limit state shall be classified in the following way in accordance with the time-related nature of the application of the action as well as the structural consequence: a) as irreversible design situations. b) as reversible design situations. NOTE 3 Serviceability requirements may be agreed upon for individual projects. the term "wellbeing" means the prevention of discomfort and distress to users of the structure.6. which have serviceability consequences which will remain until the structure has been repaired. b) the acceptability of the structure by users in terms of perceived safety and wellbeing. which have serviceability consequences that may develop over a long period of time. rather than aesthetics.SANS 10160-1:2010 Edition 1 5. NOTE 3 Examples of long-term effects are deformations due to shrinkage. which have serviceability consequences which will remain only as long as the cause of the limit being exceeded is present. and c) the appearance of the structure. NOTE 2 In the context of serviceability. and c) as long-term design situations.
5. or the appearance of the structure.3 The verification of serviceability limit states should be based on criteria that relates to the
following aspects: a) Deformations that affect 1) 2) 3) the functioning of the structure (including the functioning of machines or services). Q. or limit the functional effectiveness of the structure. for example impact from vehicles.5. or specialist literature can be consulted. earth pressure and actions caused by shrinkage and uneven settlement. and certain geotechnical actions. which are treated as a specific cases of accidental action. self-weight of structures.5 Actions
NOTE 1 Actions caused by imposed deformations can be either permanent or variable.4. QI. QT.
c) Damage that is likely to adversely affect 1) 2) 3) the appearance. finishes or non-structural members. wind actions. QG.1 Actions shall be classified by their variations in time as follows: a) Permanent actions. or the functioning of the structure. NOTE 3 Where snow loads are treated as an imposed load due to the site location. A.
b) Vibrations that 1) 2) cause discomfort to people. AE. fixed equipment. machinery induced actions.1 Classification of actions
5. and d) Seismic actions. thermal actions. NOTE 2 Actions caused by water may be considered as permanent or variable actions (or both) depending on the variation of their magnitude with time.5. QEX. G. actions during execution of structure.
.SANS 10160-1:2010 Edition 1
5. crane induced actions.1. imposed loads (for example on building floors and roofs). QCI. for example. b) Variable actions. QW. appropriate design standards such as EN 1991-1-3. the durability. c) Accidental actions. QMI.
in some cases the character of the action or the selected design situation (or both) makes another fractile or return period (or both) more appropriate.2 Actions shall also be classified by a) their origin. the characteristic value. as static or dynamic.2.3 For variable actions.
5.5. shall be specified in agreement with the associated risk in terms of the probability of the occurrence and the consequences of the actions considered. the characteristic action shall be represented by groups of values. is the main representative value of the action.6 For seismic actions.
5. SANS 10160-5 and SANS 10160-6.4 The design value for accidental actions. as direct or indirect. which is the most likely action on the structure at any instant of time. 5. SANS 10160-3. represents the point-in-time value of the action.
NOTE The horizontal and vertical actions induced by cranes are an example of multi-component actions. However.5. This is equivalent to a return period of 50 years for the time varying part.1. as fixed or free.2.2 The self-weight of the structure may be represented by a single characteristic value and be calculated on the basis of the nominal dimensions and mean unit masses.02 of its time varying part being exceeded for a reference period of one year.5 The values for the accidental actions specified in SANS 10160-2.5. which is combined with a leading variable action.5. and c) their nature or the structural response (or both). 5. Fk.5. b) their spatial variation. Ad. which may be specified in cases where a statistical distribution is not known.3 Representative values of accompanying variable actions
The representative value of accompanying variable actions.5. shall be applied as design value.2. or (b) a nominal value.2 Characteristic values of actions
5. 5.5.5.
5. during some specific reference period.2. shall correspond to either: a) an upper value with an intended probability of not being exceeded or a lower value with an intended probability of being achieved. AEd. each group to be considered separately in design calculations. the design value.1 The characteristic value.
NOTE The characteristic value for climatic actions is based on a probability of 0.2. 5. Qk.2.5. Ad.5.2. shall be used in accordance with SANS 10160-4.SANS 10160-1:2010 Edition 1
5. 5.7 For multi-component actions.
5. the characteristic value of a material or product property shall be defined as a) the 5 % fractile value where a low value is unfavourable.2 For structures outside the field of application of models established in the relevant parts of the materials-based structural design standards (see 4.
5.1).6.
5.5 Representation of dynamic actions
5.3 Unless otherwise stated in the respective materials-based structural design standards (see
5.5. the effects of acceleration are included implicitly in the static equivalent characteristic values for the actions or explicitly by applying dynamic magnification factors to the characteristic static loads.6 Material and product properties
NOTE Limits on the use of these static equivalent load models are given in the relevant parts of SANS 10160.4 Fatigue actions
5.1 The models for fatigue actions shall be those that have been developed in accordance with the relevant parts of the materials-based structural design standards (see 4.
NOTE Examples of the response include the response of tall slender structures to wind actions. for the evaluation of structural response to fluctuations of loads for common structures. crane induced actions on support structures and actions induced by stationary machinery.5.6.1). fatigue actions should be defined from the evaluation of measurements or equivalent studies of the expected action spectra.5. dynamic analysis of the system should be performed. A conversion factor shall be applied where it is necessary to convert the results into values which can be assumed to represent the behaviour of the material or product in the structure or ground.
5. upper and
lower characteristic values of the material shall be taken into account.5.1 When dynamic actions do not cause significant acceleration of the structure.4 Material property values shall be determined from standardised tests performed under specified conditions. Xk.6.6.2 When dynamic actions cause significant acceleration of the structure.4.2 When a limit state verification is sensitive to the variability of a material property.1 Properties of materials (including soil and rock) or products shall be represented by
characteristic values. or b) the 95 % fractile where a high value is unfavourable.SANS 10160-1:2010 Edition 1
5. and used together with SANS 10160.4.5.5.
6.1).6. Different values should be used depending on the duration of the load.SANS 10160-1:2010 Edition 1
5.7. friction factors and damping ratios).7 Geometrical properties
5. for capacity design measures and for tensile strength of concrete for the calculation of the effects of indirect actions).
In some cases.7 The reductions of the material strength or product resistance to be considered resulting from the effects of repeated actions can lead to a reduction of the resistance over time due to fatigue.
5.7.6 The characteristic upper value of the strength shall be used where an upper estimate of
strength is required (for example.1 Geometrical data shall be represented by their characteristic values (for example in the case of imperfections).7. If sufficient ductility is not achieved. Where upper or lower design values of a material or product property are established directly (for example. they shall be selected so that more adverse values would affect the probability of occurrence of the limit state under consideration to an extent similar to other design values.6.5 Tolerances for connected parts that are made from different materials shall be mutually
compatible considering the material properties.
unless suitable statistical information exists to assess the reliability of the value chosen. values of geometrical quantities that
correspond to a specific fractile of the statistical distribution may be used. a conservative value shall be used. on the condition that sufficient ductility is maintained in order to achieve alternative load paths as intended.4 Imperfections taken into account in the design of structural members shall be taken as
characteristic values in the materials-based structural design standards (see 4.6. 5. nominal values may be taken as the characteristic values. materials or products used. or directly by their design values.
.6.8 The structural stiffness parameters (for example. moduli of elasticity.3 apply).7. a lower or higher value than the mean for the modulus of elasticity may have to be taken into account (for example.
NOTE Suitable account may be taken where appropriate of the unfamiliarity of the application. as specified in the materials-based structural design standards (see 4.
5.2 The dimensions specified in the design may be taken as characteristic values.1).7. 5.9 Where a partial factor for materials or products is needed.10 Characteristic values for materials or products should be applied directly as design values for the determination of characteristic resistance for accidental design situations.3 Where their statistical distribution is sufficiently known.
5.6. the consequences of non-ductile failure should be accounted for. in the case of stability.
5. creep coefficients and thermal expansion coefficients) shall be represented by mean values. 5. or design values of the property may be established directly. 5. in which case the requirements of 5.6.5 Where insufficient statistical data are available to establish the characteristic values of a material or product property.
Where full correlation between the leading variable action and the accompanying variable action occurs. an action combination factor. ψ = 1.1 Geotechnical parameters shall be represented by their characteristic values as given in
SANS 10160-5. For intermediate values interpolated values between 1.8 Geotechnical parameters and actions
6 Combination values of variable actions
6.0 shall be taken.2 The degree of dependence or correlation between the leading variable action and the
accompanying variable action shall be taken into account.1 The combination value of a variable action is the product of the combination factor. and the characteristic value. ψ. Qk. ψ. for cranes in adjacent bays that operate completely independently.8. ψ = 0. The combination factors. may be applied to the additional action from the second crane.0 and the action combination factor given in table 2 shall be used. 6. The combination value of a variable action shall also be considered as the quasi-permanent part of the variable action for consideration of long-term and appearance serviceability. for two cranes working in tandem.
NOTE For example.SANS 10160-1:2010 Edition 1 5. are specified in table 2 where the accompanying variable action is not correlated to the leading variable actions. ψ = 1 would apply.
3 0.3 In accordance with categories A to D 0 0 0.0) (1. Appropriate value.3
Other types of variable loads not considered above (for example material loads) in the absence of more detailed information
Refer to SANS 10160-6 for the determination of an appropriate value of ψcrane.3 0.8 0.8 0.6 0. excluding occupancy categories A to D Accessible flat roofs occupancies A to D with 5 Combination factor
0.5 0.0)
ψcrane a
0.3 0 0. based on value of variable action with similar arbitrary-point-in-time properties.
.6 0.SANS 10160-1:2010 Edition 1
Table 2 — Action combination factors for uncorrelated variable actions
1 Variable actions 2 SANS 10160 Part 3 Category A B C D E1 E2 Imposed loads for occupancy class category E3 2 FL1 – FL6 F G H J K 4 Specific use Domestic and residential areas Public areas not susceptible to crowding Public areas where people may congregate Shopping areas Light industrial use Industrial use Storage areas Fork lifts Traffic and parking areas for vehicles ≤ 25 kN Traffic and parking areas for vehicles 25 kN to 160 kN Inaccessible roofs Accessible flat roofs.3 0.3 0.3
HCL1-HCL2 Helicopter load Applied to accompanying action Wind actions 3 Applied to reversible and longterm serviceability actions
ψgeotechnical
Geotechnical actions: Variable 5 Groundwater Ground water (Fluids) Actions due to cranes (horizontal and vertical) Thermal actions 6 7 (1.
7 Ultimate limit states design verification
7.1.1 The following ultimate limit states shall be verified as relevant:
a) STR and STR-P: Internal failure or excessive deformation of the structure or structural members in which the strength of the structural material is significant in providing resistance. STR-P represents the case of dominant permanent action. b) EQU: Loss of static equilibrium of the structure or any part of it or the ground considered as a rigid body or involving uplift due to water pressure (buoyancy) or other vertical actions, where the strengths of construction materials or ground are generally not governing. c) GEO: Failure, or excessive deformation of the ground in which the strength of the ground is significant in providing resistance. d) ACC: Limit states involving accidental and seismic actions. e) FAT: Fatigue failure of the structure or structural member.
7.1.2 In the case of fire, the structural resistance shall be adequate for the required period of time. 7.1.3 Design for fatigue shall be done in accordance with the materials-based structural design
standards (see 4.1).
7.2 Criteria of failure for resistance and static equilibrium
7.2.1 When considering an ultimate limit state it shall be verified that:
Ed is the design value of the effect of actions as defined in the following equation: Ed = E
{∑ γ
×ψ i × Fk ,i
Rd is the design value of the corresponding resistance as defined in the following equation:
Rd = ⎧ xk,i ⎫ R ⎨∑ ⎬ γR ⎩ γm ⎭ 1
E{–} is a function defining the effect of actions; R{–} is a function defining the resistance for a particular limit state;
∑ implies "the combined effect of";
γF,I is the partial factor which allows for the variability in the action, the uncertainty in
modelling the action and in some cases the modelling of the action effect;
Note In a more general case the effects of actions depend on material properties.
ψi is the combination factor for an accompanying variable action that accounts for the
probability of simultaneous occurrence of this accompanying action with the corresponding leading action; if the combination factor does not apply, ψi =1;
Fk,i is the characteristic value of action, i;
is a partial factor covering uncertainty in the resistance model, plus geometric deviations if these are not modelled explicitly;
xk,i is the characteristic value of material property, i ;
γm is the partial material factor which allows for uncertainty in the material property.
7.2.2 When considering an ultimate limit state of static equilibrium of the structure it shall be
Ed,dst ≤ Ed,stb
Ed,dst is the design value of the effect of destabilising actions; Ed,stb is the design value of the effect of stabilising actions.
7.2.3 Where appropriate, the equation for the limit state of static equilibrium may be supplemented
by additional terms, including for example, a term for friction between rigid bodies.
7.3 Combination of actions
7.3.1.1 For each critical load case, the design values of the effects of actions, Ed, shall be determined by combining the values of actions that are considered to occur simultaneously. 7.3.1.2 The fundamental combination of actions for use in the verification of the ultimate limit state is given by the following equation:
∑γ
j ≥1
× Gk, j "+ " P "+ " γ Q,1 × Qk,1 "+ "
×ψ i × Qk,i "+ " Ad
where "+" implies "to be combined with"; implies "the combined effect of"; is the partial factor for the permanent action, j; is the characteristic value of permanent action, j; is the relevant representative value of the prestressing action;
γG,j
Gk,j P
γQ,1 is the partial factor for the leading variable action;
Qk,1 is the characteristic value of the leading variable action;
Qk,i
is the partial factor for the accompanying variable action, i; is the characteristic value of the accompanying variable action, i is the action combination factor corresponding to the accompanying variable action, i; is the design value of the accidental action.
7.3.1.3 The partial factors for actions, γF, are specified in table 3 for the various ultimate limit states given in 7.1.1.
Table 3 — Partial factors for actions for the ultimate limit state
1 2 3 4 5 6 7 8 9 10 11 12 Partial action factor γF Ultimate limit state STR-P EQU GEO
STR Un-F
ACC Un-Fd 1,0 1,0 (a) Fe
Self-weight 2 1,2 0,9 1,35 1,2 0,9 1,0 Soil parameters un-factored 1,2 0,9 1,35 Not applicable Geotechnical actions 5 Permanent Soil parameters factored Not applicable 1,0 1,0 actions Loads from fluids with a physical control on the maximum fluid level 5 1,2 0 1,35 0 1,2 0 1,0 b b Imposed deformations due to pre-stressing 1,0 1,0 1,0 1,0 b b Other imposed permanent deformations (for example, settlement) 1,2 1,2 Imposed loads: floors and roofs 2 1,6 0 1,0 0 1,6 0 1,3 Wind action 3 1,3c 0 1,0 0 1,3c 0 1,3c b b Imposed variable deformation (for example, temperature) 1 and 7 1,6 1,0 0 Overhead travelling cranes and machinery 6 1,6 0 1,0 0 1,6 0 1,3 Variable Soil parameters un-factored 1,6 0 1,0 0 Not applicable actions Geotechnical actions 5 Soil parameters factored Not applicable 1,0 1,0 Loads from fluids that vary with time 5 1,6 0 1,0 0 1,6 0 1,3 Other types of variable loads not considered above (for example 1,6 0 1,0 0 1,6 0 1,3 material loads) in the absence of more detailed information Accidental and seismic actions 1 and 4 Not applicable Soil parameters for the accidental design situation are determined in accordance with SANS 10160-5. Imposed deformations need not be considered in cases where the achievement of the limit state involves large deformations or bodily movement. For slender non-redundant structures that exhibit significant cross-wind response, γF = 15. Un-F = Un-favourable. F = Favourable.
1,0 0 1.0 1.0 1,0 1,0 1.0 1,0 1,0 a
NOTE Equation (7) will only result in a more unfavourable action effect in a situation where the permanent action is large compared to the variable actions.4.3.2.3. from table 3 for the STR combination case:
G. using the partial factors.1 Where geotechnical actions or resistances are present (for example. different partial factors shall be used.3. using the partial factors. and γQ. from table 3 for the EQU combination case. respectively.1 The combination of actions for the persistent or transient design situations for static equilibrium is given by equation (6).i
×ψ i × Qk.1 × Qk.
. and γQ.3 Combination of actions for static equilibrium (EQU)
7.2 Combination of actions for structural resistance (STR and STR-P)
7. using the partial factors. 7. j
× Gk. and γQ.2 The permanent action.3. from table 3 for the GEO combination. structural resistance is governed by combination (a) and the sizing of foundations is governed by combination (b). combined with the appropriate leading variable action only. with geotechnical actions calculated using factored soil parameters.4 Combination of actions involving geotechnical actions (GEO)
7.3. γG.3. j "+ " P "+ " γ Q. using the partial factor.3.3 Where the results of verification for static equilibrium are very sensitive to variations of the magnitude of a permanent action from place to place in the structure.2 Where a distinction has to be made between favourable and unfavourable effects of permanent actions.3.3.3. and γQ. γG. from table 3 for the STR and STR-P combinations.
NOTE In general. γG. is given by the following equation. b) equation (6). considering unfavourable and favourable actions to be destabilising and stabilising. j "+ " P "+ " γ Q. from table 3 for the following STR-P combination case if it results in a more unfavourable effect than that given in 7.2.2. using the partial factors.2. in accordance with 7. j
× Gk.3. with geotechnical actions calculated using un-factored soil parameters. footings and basement walls). the resistance of structural members and the resistance of the ground shall be verified by the more severe of the following combinations of actions for geotechnical actions.
7. with factors for soil parameters in accordance with SANS 10160-5:
a) equation (6). the unfavourable and the favourable parts of this action shall be considered as separate individual actions. This combination also applies where the verification of static equilibrium involves the resistance of structural elements.i
7.1 The combination of actions for persistent or transient design situations for resistance is given using the following equation.
7.2. γG.1 × Qk.3. γG.3.1 "+ "
Q.SANS 10160-1:2010 Edition 1
5.3.4. from table 3 for the following ACC combination case:
G. and d) CC4: Very high consequence of failure.SANS 10160-1:2010 Edition 1
7.4. NOTE 2 The effect of preventive or protective measures (or both) is that the probability of damage to the structure is removed or reduced.1.2 Consideration of geotechnical actions for static equilibrium in accordance with 7. this can sometimes be taken into consideration by assigning the structure to a lower consequence class. In other cases.1.3 If sufficient ductility for structural resistance can be provided the design value for. reduction of forces on the structure may be more appropriate.0.1 The combination of actions for the accidental and seismic design situations shall be expressed. or b) refer to a situation after an accidental event (in this case take Ad = 0).
7. and γQ.i
where Ad is the design value of the accidental or seismic action. Ad (such as impact).3. c) CC3: High consequence of failure.3.1 Use of consequence classes
×ψ i × Qk.4.5 Combination of actions for accidental and seismic design situations (ACC)
7.5.2 shall be verified using factored soil parameters in accordance with SANS 10160-5.
NOTE 1 In some cases it might be appropriate to treat some parts of the structure as belonging to a different consequence class (for example. using the partial factors. as 1.1 The strategies for accidental design situations shall be based on the following consequence classes set out in annex B:
a) CC1: Low consequence of failure. j "+ " P "+ " Ad "+ "
Q. Rd in accordance with equation (2) shall be determined taking the partial factors. NOTE 3 A suggested classification of buildings into consequence classes relating to buildings is provided in table B.4 Strategies for accidental design situations
7. γR.3.3. γG.
7. a structurally separate low rise wing of a building that is serving a less critical function than the main building).2 Combinations of actions for accidental design situations shall either
a) involve an explicit accidental action. j
× Gk. b) CC2: Medium consequence of failure.
. For design purposes. and γm.
4.2 Strategies for unidentified accidental design situations
7. three-dimensional tying for additional integrity.
b) Designing key elements on which the structure is particularly reliant. making use of refined methods such as dynamic analysis.1.3. c) CC3: In addition to static equivalent action models and prescriptive design and detailing rules.2 Mitigation shall be reached by adopting one or more of the following strategies:
a) Designing the structure so that neither the whole structure nor a significant part of it will collapse if a local failure (for example.4. d) CC4: A systematic risk assessment will be required. are adhered to.2. collapse upon notional removal of structural elements shall be considered.
c) Applying prescriptive design and detailing rules that provide robustness for the structure (for example. Such notional accidental design loading shall be applied simultaneously with normal loading. This will require the use of rules for combination of actions given in 7. it is applied in this case as a notional load to test robustness and integrity of a structure.
7.1) as applicable.1 In the design the potential damage to the structure arising from an unspecified cause shall be mitigated. single element failure or damage) occurs. or minimum level of ductility of structural elements subject to impact). to sustain the effects of a notional model of accidental action.2 Accidental design situations for the different consequence classes may be considered in the following manner:
a) CC1: No specific consideration is necessary with regard to accidental actions except to ensure that the robustness and stability rules given in materials-based structural design standards (see 4.
NOTE Although this accidental action is derived from a load model representing an internal gas explosion. if considered appropriate. applied in horizontal and vertical directions (in one direction at a time on a specific member) to the member and any attached components while considering the ultimate strength of such components and their connections.
. non-linear models and load-structure interaction.SANS 10160-1:2010 Edition 1
7. Ad. For building structures a key element shall be capable of sustaining a notional accidental design action of.
NOTE Guidance for design of building structures for consequences of localized failure due to unspecified causes is given in annex B.
NOTE An indicative limit of local failure for building structures is 100 m2 on two adjacent floors caused by the removal of any supporting column or wall. Ad = 34 kN/m2.4. a simplified analysis by static equivalent action models may be adopted or prescriptive design and detailing rules may be applied.2.4. b) CC2: Depending upon the specific circumstances of the structure.
. c) the consequences of the identified accidental action.4. Such a risk level will be determined by various factors such as the potential number of casualties involved. A zero risk level. to be of enhanced strength so as to raise the probability of their survival following an accidental action. the occurrence and consequences of accidental actions can be associated with a certain risk level. additional measures are necessary.SANS 10160-1:2010 Edition 1
7. however.3. protective bollards or safety barriers). 7.3. provided that it will not endanger the structure and that the overall load-bearing capacity is maintained during an appropriate length of time to allow necessary emergency measures to be taken. If this level cannot be accepted. 7. b) protecting the structure against the effects of an accidental action by reducing the actual loads on the structure (for example.4.3. on which the stability of the structure depends.
NOTE 1 In practice. Note that the acceptable level of risks for structures forms the upper limit of acceptable risk for accidental design situations. NOTE 2 A comparison with risks generally accepted by society in comparable situations provide some guidance on an acceptable level of risk (see EN 1991-1-7). capable of absorbing significant strain energy without rupture. as appropriate. economic consequences and the cost of safety measures. and d) a suitable level of risk. so as to facilitate the transfer of actions to alternative load paths following an accidental event.4 Measures to mitigate the risk of accidental actions shall include.
7.1 The accidental actions to be taken into account depend upon
a) the measures taken for preventing or reducing the risk from accidental action.3 In the case of building structures such emergency measures may involve the safe evacuation of persons from the premises and its surroundings.4.4. one or more of the following strategies:
a) preventing the action from occurring or reducing the probability or magnitude of the action (or both) through the structural design process (for example.2 Localised damage due to accidental actions may be acceptable. c) ensuring that the structure has sufficient robustness by adopting one or more of the following approaches: 1) by designing certain key components.3. The risk implied by the levels of reliability for structures specified in SANS 10160 can serve as reference to such a comparison. is unlikely to be reached and in most cases it is necessary to accept a certain level of risk. by designing structural members to have sufficient ductility.4. providing sacrificial venting components with a low mass and strength to reduce the effect of internal explosions). by incorporating sufficient redundancy in the structure.3 Strategies for identified accidental design situations
7. b) the probability of occurrence of the identified accidental action.
8. 8. for example. refer to the materials-based structural design standards (see 4.1. Sway criteria shall be expressed in terms of limits for horizontal deflections. 7.6 Where more unfavourable effects are obtained by the omission of variable actions as a whole. Stiffness criteria shall be expressed in terms of limits for vertical deflections and for vibrations.3 and taking into account the serviceability requirements given in 5.1 Specific serviceability criteria shall cover.SANS 10160-1:2010 Edition 1
NOTE 1 The effect of preventing actions may be limited.3. NOTE 2 For the design of structural members with sufficient ductility.1). particularly if it is dependent upon factors which.4.5 The accidental actions shall. Consideration shall also be given to the safety of the structure immediately following the occurrence of the accidental action.3.4.2 For other specific serviceability criteria such as crack width. and slip resistance.
7. ≤ Cd (9)
Cd is the limiting design value of the relevant serviceability criterion. floor stiffness. storey sway or building sway (or both) and roof stiffness. over the life span of the structure.1 Criterion of failure
When considering a serviceability limit state it shall be verified that: Ed where Ed is the design value of the effect of actions specified in the serviceability criterion. Special attention shall be given to the distinction between irreversible and reversible limit states.4.2 Deflections and deviations
Vertical and horizontal deflections shall be calculated in accordance with the materials-based structural design standards (see 4.2 Serviceability criteria
8. be applied simultaneously in combination with other permanent and variable actions as given in 7.
NOTE This includes the consideration of progressive collapse (see annex B). this shall be taken into account.2.2. where appropriate. differential floor levels.2.2.
8 Serviceability limit states design verification
8.3.1. are commonly outside the control of the structural design process. or in part. by using appropriate combinations of actions in accordance with 8.5. see annex B together with the materials-based structural design standards (see 4. stress or strain limitation.1). determined on the basis of the relevant combination. Preventative measures often involve periodic inspection and maintenance during the life of the structure.
w3 and w4 deviation of the respective middle or end point of the member from a reference position
Figure 1 — Vertical deflections
. and a deviation.710
a) Medial deflections
b) Terminal deflections
Wmax. w1.SANS 10160-1:2010 Edition 1
NOTE 1 A distinction is made between deflection.
Wmax. w2. which is the distance of a defined point from a defined datum. respectively. NOTE 2 Vertical and horizontal deflections are represented schematically in figures 1(a) and (b) and figure 2.Wc
Drg.710a1
wc w1 w2 w3 w4 wtot wmax
pre-camber in the unloaded structural member initial part of the deflection under structural self-weight initial part of the deflection under non-structural self-weight additional part of the deflection due to the variable actions (short-term) long-term part of the deflection under permanent and quasi-permanent leads (creep-deflection) total deflection as the sum of. which is the movement of a defined point in a defined direction.
3 Deflection and deviation effects
8.2.710a
overall horizontal displacement over the building height.SANS 10160-1:2010 Edition 1
Drg.2 If the functioning of or damage to the structure or to finishes.2. i
In the same way as the vertical deflections. or to non-structural members (for example.2.3. u or ui.
8. Hi. any horizontal deflection. can also be subdivided into the following components of deflections:
initial part of the deflection under structural self-weight initial part of the deflection under non-structural self-weight additional part of the deflection due to the variable actions (short-term) long-term part of the deflection under permanent and quasi-permanent leads (creep-deflection)
Figure 2 — Definition of horizontal deflections
NOTE Annex C provides assistance in identifying those aspects of deformation that affect the suitability of a building for the purposes for which it is intended.
.1 All aspects of deflections and their effects on the serviceability of the structure shall be considered. H horizontal displacement over the storey height. and to suggest criteria by which the performance of the building can be assessed. partition walls or claddings) is being considered.3.
NOTE It may be necessary to differentiate between the components of the deflection due to the structural self-weight and the non-structural self-weight. the verification for deflections shall take into account those effects of permanent and variable actions that occur after the execution of the member or finish concerned. for storey.
crack width limitations on concrete structures.4 If the wellbeing of the user or the functioning of machinery is being considered.2 Deformation limits recommended in the materials-based structural design standards should be considered. 8.
NOTE The deformation limits recommended in the materials-based structural design standards (see 4. ground-borne vibrations from traffic. 8.2. machinery. for example.2.1 The serviceability criteria should be specified in accordance with the guidelines provided in annex D. These and other sources shall be specified for each project.2.1 For the serviceability limit state of a structure or a structural member not to be exceeded when subjected to vibrations.5.3 In addition to the functional serviceability criteria specified in this part of SANS 10160.3 Possible sources of vibration that shall be considered include walking.1) are only to be applied in cases where they are more stringent than the deformation limits recommended in this part of SANS 10160. shall be performed.3.2.3. specific materials-based serviceability criteria are to be taken into account.2.3. and calculated by using the effects of the permanent actions and quasi-permanent values of the variable actions.5 Vibrations
8. a more refined analysis of the dynamic response of the structure.5 Long term deformations due to shrinkage.2.4 Deflection and deviation limits
8. The appearance of the structure is considered in terms of deviations. relaxation or creep shall be considered where relevant. 8.2. synchronised movements of people.2. and wind actions. including the consideration of damping.2.2.
8.2 If the natural frequency of vibrations of the structure is lower than the limiting value.
8.4.3 If the appearance of the structure is being considered. the verification shall take into account the effects of the relevant variable actions and the resulting deviations.5. Deviations from these guidelines may be considered when justified. 8.
8.4.SANS 10160-1:2010 Edition 1
8. the natural frequency of vibrations of the structure or structural member shall be kept above values set as limiting criteria which depend on the building and the source of the vibration. 8.2.5.4.
. the effects of the permanent and quasi-permanent values of the variable actions shall be used.
= 1.3 Although the sequence of execution should be considered to determine which permanent actions.1 for unfavourable.1.
8.1 "+ "
Q.3. in accordance with 8.
.3. considering the permanent actions which are relevant. j "+ " P "+ "
∑ψ
× Qk.3.3.3.2. are to be included in equation (11). j
× Gk. j
× Gk. 8.3.3. j.3.j = 1.3. j.
8.0 for favourable permanent actions due to self-weight.2 For serviceability limit states considering the appearance of the structure equation (11) shall be applied.i
×ψ i × Qk.
NOTE For a structure where its appearance is sensitive to cracking.3.1 for unfavourable.j = 1.2.2.
8.1 The combination of actions for irreversible serviceability limit states shall be expressed as:
G. γQ.6 for wind loads. the contribution of all permanent actions contributing to material creep effects should be taken into account.1 Combination of actions for irreversible serviceability
8.1 × Qk.3.3.i
γG. j "+ " P "+ " γ Q.3.
γQ = 0.1 For long-term serviceability limit states equation (11) including the specified partial factors shall be applied. i.3.1.3.0 for all other imposed loads. and
8. the application of equation (10) may be considered for the combination of actions.i
γG.i = 1.3 Combination of actions for long-term and appearance serviceability
8.2 Combination of actions for reversible serviceability
The combination of actions for reversible serviceability limit states shall be expressed as:
G.SANS 10160-1:2010 Edition 1 8.0 for favourable permanent actions due to self-weight.2 The contribution of material creep effects to the irreversible serviceability limit state shall be determined in accordance with 8.3 Combination of actions
8. in accordance with 8.
e) if damage or deterioration due to fire or other causes exists. execution and evaluation of load tests in accordance with the principles and
guidelines shall be carried out by competent persons.
9. NOTE 2 Refer to annex E for more information. by control check testing.
9.1) shall be used. b) if a large number of similar components are to be designed and constructed. The statistical uncertainty due to a limited number of test results shall be taken into account.SANS 10160-1:2010 Edition 1
9 Design assisted by testing
9. or g) if no design information is available of an existing building or structural component. including those for model uncertainties. in the following circumstances: a) if adequate calculation models are not available.3 Partial factors. f) if the loading conditions have changed in an existing building with or without structural records.
NOTE 1 Testing may be carried out. c) if doubts exist about the adequacy of the design or construction of an existing building. comparable to those used in the
materials-based structural design standards (see 4.4 The planning.1 Design may be based on a combination of tests and calculations. d) if doubts exist about the adequacy of a building that is under construction. for example. to conform to assumptions made in the design.2 Design assisted by test results shall conform to the level of reliability required for the relevant
design situation.
5. The specification is formulated to achieve the following levels of reliability for a 50 year reference period or design working life: a) For the reference class of structures representing a medium level of consequences of structural failure with ductile and gradual modes of failure.1.5(d). the minimum level of reliability is expressed in terms of. the minimum level of reliability is.0 or pf < Φ (-3.1. and ensure that the resistances assumed in the design are achieved. A procedure for allowing moderate differentiation in the partial factors for actions and resistances corresponding to the classes is given in A.
NOTE Reliability classification can be represented by β-index values which takes into account accepted or assumed statistical variability in action effects.3. and the materials-based structural design standards (see 4. βt > 3. where Φ is the cumulative normal distribution function.
A.001. βt > 4.2 For the management of structural reliability for structures with regard to ultimate limit states. detailing and execution which are given in A.5.
c) The procedures are formulated in such a way so as to produce a framework to allow different appropriate reliability levels to be used.3. pf = Φ (−βt).1 Scope and field of application
A. b) For the reference class of structures with brittle and sudden modes of failure. differential reliability levels are introduced and are based on the assumed consequences of failure and the exposure of the structures to a hazard.1.0) ≈ 0.5.2 Reliability levels for representative structures
The level of reliability is specified probabilistically in terms of the safety index.5.
b) With reference to 4.0. the following procedures are recommended:
a) With reference to 4. aim to eliminate failures due to gross errors. a procedure for allowing differentiation between various types of structures in the requirements for quality levels of the design and execution processes is given in A.3.2 and 4. βt.
NOTE Those quality management and control measures in design. resistances and model uncertainties (see EN 1990).1.
NOTE Reliability differentiation rules may be specified for particular aspects in the structural materialsbased structural design standards.1) is provided.1. SANS 10160.5(c) and 4.SANS 10160-1:2010 Edition 1
Management of structural reliability A. excluding fatigue. which is related to the notional probability of failure.1 Additional guidance to 4.
5. KF shall be applied only to unfavourable actions.4 Reliability differentiation may also be applied through partial factors on resistance.3.
A. γM.1 General
Reliability differentiation provided for in 4. may be associated with the reliability class. this is not normally used. A four level system of control during design and execution.3.2. γF.
.3 may be applied to take into account reliability classes for buildings and structures. the minimum level of reliability is.3 Depending on the structural form and decisions made during design.1 may be applied to the partial factors for actions. Design supervision levels and inspection levels associated with the reliability classes are suggested. in particular for classes RC3 and RC4.5. with the exception of fatigue verification (see also A. reliability classes (RC).3 Reliability differentiation
A. to be used in fundamental
NOTE Other measures are normally preferred to using.2.2 Differentiation by measures relating to partial factors
A. as given in table A. particular members
of the structure may be designated in the same. may be established by considering the consequences of failure or malfunction of the structure as given in table A.5 Accompanying measures.3. A. KF.
A.2. inspection during execution and inspection classes.SANS 10160-1:2010 Edition 1
c) For the failure at connection details between components of the reference class of structures. Differentiated values for the safety index.3 and A3.2. RC2 serves as reference class for which reliability verification procedures are generally specified in SANS 10160. as in A3.5).3. A. for example the level of quality control for the design and execution of the structure. higher or lower reliability class than for the entire structure.2.3. βt > 4.4 may be applied. However.3.2.
A.1.2 For the same design supervision and inspection levels. design supervision. βt.3.
combinations for persistent design situations. KF. are also tabulated. a multiplication factor.1 For the purpose of reliability differentiation.3.
storage buildings.1
. office buildings)
2. greenhouses) Residential and office buildings. economic. economic.5
High for loss of human life.0
1. social or considerable for environmental consequences 3 Examples 4 Minimum level of reliability 5 Multiplication factor
Agricultural buildings with infrequent human occupancy (for example.5
1. probability or consequence of failure Low for loss of human life. DSL may be linked to the reliability class selected or chosen according to the importance of the structure or the design brief. concert halls) environmental consequences Post-disaster function or consequences beyond the boundaries of the facility Hospitals.0
3.1 — Reliability classification according to function of facility or risk of failure
1 Reliability class 2 Function of facility.3 Design supervision differentiation
Four possible design supervision levels (DSL) are shown in table A. communication centres. fire and rescue centres
3. public buildings where consequences of failure are moderate (for example.3. social or high (for example.2
A. or Grandstands. social or small or negligible for environmental consequences Moderate for loss of human life.SANS 10160-1:2010 Edition 1
Table A. and implemented through appropriate quality management measures. public buildings extremely high for where consequences of failure are economic.
are used. for model uncertainties and dimensional variation.
Table A.3.3.2 — Design supervision level (DSL)
1 Design supervision level DSL1 relating to RC1 2 Characteristics 3 Minimum recommended requirements for checking of calculations. is not a reliability differentiation measure. IL may be linked to the quality management classes selected and implemented through appropriate quality management measures.
NOTE Such a reduction.3 — Inspection levels (IL)
1 Inspection level IL1 relating to RC1 IL2 relating to RC2 IL3 relating to RC3 IL4 relating to RC4 2 Characteristics Basic inspection Normal inspection Extended inspection Regulated inspection 3 Minimum recommended requirements for inspection levels during execution Self inspection Inspection in accordance with the procedures of the organisation Third party inspection Regulated third party inspection Inspection performed to satisfy requirements of regulatory or supervisory authority
A. which allows. or more severe requirements (or both). drawings and specifications Self-checking Checking performed by the person who has prepared the design Procedural separate checking Checking by different persons than those originally responsible and in accordance with the procedure of the organisation Third party checking Checking performed by an organisation different from that which has prepared the design Regulated third party checking Checking performed to satisfy requirements of regulatory or supervisory authority
DSL2 relating to RC2
Normal supervision
DSL3 relating to RC3
DSL4 relating to RC4
Regulated supervision
A.4 Inspection during execution
Four inspection levels (IL) may be introduced as shown in table A. it is only a compensating measure in order to keep the reliability level dependent on the efficiency of the control measures.5 Partial factors for resistance properties
A partial factor for material or product property or a member resistance may be reduced if an inspection class higher than that required in accordance with table A. for example.3.
Rules and methods are provided for designing buildings to sustain an extent of localised failure from an unspecified cause without disproportionate collapse. depending on the consequence class (see 7. without collapse. Longer periods of survival may be required for buildings used for handling hazardous materials.1.4. While other approaches may be equally valid.1 provides a categorization of building types in terms of occupancies versus consequence classes.2 General requirements
B.1).
.2. adoption of this strategy is likely to ensure that the building is sufficiently robust to sustain a limited extent of damage or failure.3 Consequence classes of buildings
Table B.1 Designing the building such that neither the whole building nor a significant part of it will
collapse if localised damage were sustained.SANS 10160-1:2010 Edition 1
Design for consequences of localised failure due to unspecified causes B. This categorisation relates to the low. provision of essential services.1.
B. high and very high consequence classes given in 7.4.4.2. medium.
B.2 The minimum period that a building needs to survive following an accident should be that
needed to facilitate the safe evacuation and rescue of personnel from the building and its surroundings. is an acceptable strategy (see 7.2) for ensuring that the building is sufficiently robust and able to survive a reasonable range of unidentified accidental actions. or for national security reasons.
apartments and other residential buildings.1 — Examples categorisation of consequence classes
Consequence class CC1 Low risk group
Building type and occupancy a) Single occupancy residential buildings not exceeding 3 storeys b) Agricultural buildings c) Buildings which people rarely enter.1 is not exhaustive. provided no part of the building is closer to another building. than a distance of 1.5 times the building height a) Buildings not exceeding 4 storeys with residential occupancies.SANS 10160-1:2010 Edition 1
Table B. flats. flats or apartments. basement storeys may be excluded provided such basement storeys fulfil the requirements of CC3 risk group. hotels or offices b) Industrial buildings not exceeding 3 storeys c) Retailing premises not exceeding 3 storeys of less than 1000 m2 floor area in each storey d) Educational buildings not exceeding 2 storeys e) All buildings not exceeding 2 storeys to which members of the public are admitted and which contain floor areas not exceeding 2000 m2 in each storey a) Hotels. NOTE 2 In determining the number of storeys. office buildings.
. or area which people frequently enter. with more than 4 storeys but not exceeding 15 storeys b) Retailing premises with more than 3 storeys but not exceeding 15 storeys c) Educational buildings exceeding 2 storeys storey but not exceeding 15 storeys d) Hospitals not exceeding 3 storeys e) All buildings to which members of the public are admitted and which contain floor areas exceeding 2000 m2 but not exceeding 5000 m2 in each storey f) Stadiums accommodating less than 5000 spectators a) All buildings defined above as CC2 and CC3 that exceed the limits on area or number of storeys (or both) b) All buildings to which members of the public are admitted in significant numbers c) Stadiums accommodating more than 5000 spectators
CC2 Medium risk group
CC3 High risk group
CC4 Very high risk group
NOTE 1 For buildings intended for more than one type of use. the highest applicable consequence class should be selected. NOTE 3 Table B.
1 for framed construction. or 100 m2. the building remains stable and that any local damage does not exceed a certain limit. or any nominal section of load-bearing wall as defined in B. in each of two adjacent storeys. as defined in B.5. or other such specified limit. is likely to be the most practical strategy to adopt. refer to EN 1991-1-7.8).5.5. one section at a time. c) For buildings in CC3: Two alternative strategies are: 1) providing effective horizontal ties. together with effective vertical ties.
NOTE 1 The limit of admissible local damage may be different for each type of building. or effective anchorage of suspended floors to walls.1 for framed construction. no further specific consideration is necessary with regard to accidental actions from unidentified causes.1.7 (one structural element at a time in each storey of the building). and as defined in B.6. The recommended value is 15 % of the floor. (see note 1). b) For buildings in CC2: Effective horizontal ties. Where the notional removal of such column.1) to satisfy stability in normal use.
. and as defined in B. (See figure B.) NOTE 2 In case of buildings of load bearing wall construction.2 for load-bearing wall construction. and 2) checking the building to ensure that upon the notional removal of each supporting column and each beam supporting a column. the notional removal of sections of the wall. as defined in B. then such elements should be designed as key elements (see B.
NOTE For guidance on the preparation of a risk assessment.SANS 10160-1:2010 Edition 1
B.4 Recommended strategies
Adoption of the following recommended strategies should ensure that the building will have an acceptable level of robustness to sustain localised failure without a disproportionate level of collapse: a) For buildings in CC1: Provided the building has been designed and constructed in accordance with the rules given in the materials-based structural design standards (see 4.5.2 for load-bearing wall construction. whichever is smaller. beam or section of wall would result in an extent of damage in excess of the above limit.
d) For buildings in CC4 a systematic risk assessment of the building should be undertaken taking into account both foreseeable and unforeseeable hazards. should be provided. as defined in B. in all supporting columns and walls.
steel reinforcement in
concrete slabs. The ties should be continuous and be arranged as closely as practicable to the edges of floors and lines of columns and walls.5. should be capable of sustaining a
design tensile load for accidental limit state of. and. in the case of perimeter ties. including its end connections.5 Effective horizontal ties
B. equal to the following values: a) For internal ties: Ti = 0.1 — Indicative area of local damage
B. or a combination of these.1.1 Effective horizontal ties should be provided around the perimeter of each floor and roof
level and internally in two right angle directions to tie the column and wall elements securely to the structure of the building. 75 kN. whichever is the greater
.3 Each continuous tie.1. Tp.SANS 10160-1:2010 Edition 1
Notional column to be removed
Drg.2 Effective horizontal ties may comprise rolled steel sections.5. or steel mesh reinforcement and profiled steel sheeting in composite steel-concrete floors (if directly connected to the steel beams with shear connectors).5. in the case of internal ties.1 Framed structures
B. At least 30 % of the ties should be located within proximity of the lines of columns and walls.5.
B.1.710b
local damage not exceeding 15 % of the floor area in each of two adjacent storeys
Figure B.8(gk + Ψ × qk)s × L or.
is the span of the tie. is the combination factor according to the accidental load combination. whichever is the greater
NOTE See example B. is the spacing of the ties. in a 6. is the characteristic imposed load.2 — Plan view of floor and beam lay-out
.1. Ti. Example B. or.8(gk + Ψ × qk)s × L where gk qk s L is the characteristic self-weight.SANS 10160-1:2010 Edition 1
b) For perimeter ties: Ti = 0.0 m span beam as internal tie (b) All beams designed to act as ties (c) Perimeter ties (d) Tie beam anchoring the column (e) Edge column
Figure B. 75 kN.710c
Key (a) 6.1 Calculate the accidental design tensile force.0 m span internal beam indicated as beam (a) in figure B.2
3m (a) (b) 6m (c) (d) (e)
0 = 66.5 × 5.5. These should be internal ties distributed throughout the floors in both orthogonal directions and peripheral ties extending around the perimeter of the floor slabs within a 1.1 For CC2 buildings: Appropriate robustness should be provided by adopting a cellular form of construction designed to facilitate interlocking of all components including an appropriate means of anchoring the floor to the walls.5.
.8( g k +ψ × qk ) s × L = 0.5.1.0) 3+ 2 × 6.
B.3.2 Load-bearing wall construction
B. whichever is less.0 kN/m2 and gk = 3.0 kN/m2
Ti = 0.5.2.5 5 where Ft ns is 60 kN/m or (20 + 4ns) kN/m.
B.0 kN 2
which is less than 75 kN therefore
Ti = 75 kN.2.0 + 0. B. is the number of storeys.2 For CC3 buildings: Continuous effective horizontal ties should be provided in the floors.20 m width of slab. The design tensile load in the ties should be determined as follows:
a) For internal ties: Ti is the greater of: Ft [kN/m] or
Ft ( g k +ψ × qk ) z × [kN/m] 7.4 Members used for sustaining non-accidental loading may be utilised for the above ties
without consideration of the combination of actions as given in 8.SANS 10160-1:2010 Edition 1
Calculate Ti as follows: Characteristic floor loading:
qk = 5.8(3.
710ea
b) Section — Flat slab
c) Section — Beam and slab
Figure B. are illustrated in figure B.3. Hc. between the centres of the columns or other vertical load-bearing members whether this distance is spanned by: a single slab. Hc and z. whichever is less.3 — Illustration of factors Hc and z
z is the lesser of: 5 times the clear storey height. or the greatest distance in metres in the direction of the tie. or by a system of beams and slabs. or b) For peripheral ties Tp = Ft: where Ft = 60 kN or (20 + 4 ns) kN.
NOTE Factors.
steel or reinforced concrete structures) the columns and walls carrying vertical actions should be capable of resisting an accidental design tensile force equal to the largest design vertical permanent and variable load reaction applied to the column from any one storey.SANS 10160-1:2010 Edition 1
B. a length not exceeding 2.5 m from an unrestrained end of wall.6 Effective vertical ties
B.6.4(c)(2) should be taken as follows: a) in the case of a reinforced concrete wall. and if they have a minimum compressive strength of 5 MPa. the vertical ties may be considered effective if all
of the following factors are satisfied: a) In the case of masonry walls. where t.1 Each column and wall should be tied continuously from the foundation to the roof level.
B.7 Nominal section of load bearing wall
The nominal length of load-bearing wall construction referred to in B. whichever is the greater where Hc t is the clear height of the wall. measured in metres between faces of floors or roof does not exceed 20t.6. b) The clear height of the wall. Hc.25 Hc.2 In the case of framed buildings (for example. expressed in metres (m). their thickness is at least 150 mm. T that should be resisted by the tie is:
T= 34t ⎛ H c ⎞ ⎟ [kN/m] 8 ⎜ ⎝ t ⎠
or 100 kN/m of wall. expressed in metres (m). is the thickness of the wall.
. is the thickness of the wall expressed in metres (m).6.
B. c) The vertical force. Such accidental design loading should not be assumed to act simultaneously with non-accidental loads.3 In case of load-bearing wall construction.
d) The vertical ties are grouped at 5 m maximum centres along the wall and occur no greater than 2.
timber or steel stud wall. and c) in the case of an internal masonry wall.3. expressed in metres (m).
.4(c). should be capable of sustaining an accidental design action of.25Hc where Hc is the storey height. Ad = 34 kN/m2 (see 7. Such an accidental design action should be considered an accidental load and applied in accordance with the rules for combination of accidental actions given in 7.8 Key elements
For building structures. a key element. applied in horizontal and vertical directions (in one direction at a time) to the member and any attached components.5.SANS 10160-1:2010 Edition 1
b) in case of an external masonry wall. timber or steel stud wall.2.2(b)). as referred to in B. a length not exceeding 2. while considering the ultimate strength of such components and their connections. the length measured between vertical lateral supports.4.
NOTE In view of the wide range of acceptable values of some of the criteria. roads. particularly as the economics of modern building designs are increasingly controlled by deformation and maintenance during use.1. and the recommended limiting values. are
summarised in annex C. non-residential farm-buildings. moisture content and chemical composition.2 It will assist the designer in identifying those aspects of deformation that affect the
suitability of a building for the purposes for which it is intended. it is believed that guidance towards uniformity and a degree of compliance would be of assistance. In addition.4 Deviations from the recommended numerical limiting values for deflections given may be
applied with proper justification. and for buildings of unusual type or constructed of unusual materials. It does not refer to the deformations of bridges.
. Such a variation may be particularly appropriate for temporary buildings.
C. attention may here be drawn to the fact that the provision of movement joints between adjacent buildings and the avoidance of interference with neighbouring foundations are accepted good building practice. Some suggestions are therefore made with regard to the methods for controlling the assessment of deformations. underground works. for buildings having to satisfy special requirements.
C.1 The information given is based on information given in ISO 4356. by pre-stressing forces and by movements of building materials due to creep and change in temperature. by differential settlements of foundations. for buildings with post-disaster functions.1. public buildings. or cause inconvenience to their occupants or other members of the public.2 Scope of application
This annex refers to the deformations at the serviceability limit states of buildings such as dwellings.3 The recommendations for criteria of deformation.
C.3 Causes of deformation
Deformations are caused by major ground movements.1. numerical values for some of these criteria are recommended in order to give some guidance where necessary.SANS 10160-1:2010 Edition 1
Deformation of buildings C. such matters are normally the subject of legislation and are not appropriate to this annex. and in view of the difficulties of estimating deformations. and to suggest criteria by which the performance of the building can be assessed. Some of the general principles on which this annex is based may nevertheless serve as a guide when the deformations of such other structures are being considered.1. Nevertheless. offices. or special-purpose buildings such as nuclear power stations or industrial plants.
NOTE While it is undesirable that the deformations of a building should damage adjacent buildings. masts. and factories. by environmental and occupational loads.
Deformations affecting the strength and stability of a building or of its parts are taken into account in the process of structural design for the ultimate limit state.6. or by taking precautions in the processes of design and construction to permit some or all of the deformation to occur freely. to the widths of cracks or to the effects of vibrations.1 Limitations may need to be applied to vertical or horizontal deflections or deviations. before or after completion of the building. The normal use of camber is to
reduce the contribution to deformations that is made by self-weight and other permanent or long-term temporary action. do not conflict with other requirements of the design.
C.2 In many such cases the designer may be able to avoid troublesome effects either by
removing the original cause.SANS 10160-1:2010 Edition 1
C. or by preventing proper use of the building.2 The limitation of beam or slab deformations may basically be a matter of deflection. disturbing or harming the occupants.3 Camber can be used to reduce the final value of deflections.
NOTE For simply supported spans under uniformly distributed loading. and the constructional measures taken.4. necessary that the designers be aware of certain cases involving static or dynamic instability where the conditions existing during normal use of the building may have a considerable effect on the ultimate limit state. and the radius of curvature at the middle as equal to the span divided by 10 times the deflection to span ratio.12.7 to C. to curvatures. since this is the most easily observable parameter.
C.5. however.6 Strength and stability
C. the designer may have no option but to provide sufficient stiffness to limit the deformations and thus reduce their effects to acceptable levels. It can be adopted when the deformations. the slope at the ends may be taken as equal to 3 times the ratio of medial deflection to span. this will inevitably increase the first cost of the structure. masking the remainder by constructional or decorative treatment.4 Deformations — Effects and remedies
C. Where such limits are to be set.4.5.1 Besides possibly affecting the strength or stability of a structure. to
.5 Limitations
rotation or curvature. However.4. It is. In other cases. or of deflection in relation to span. Common causes of deflection and deformation that can be dealt with in the above mentioned manner are listed in C. deformations may affect
serviceability by causing damage to adjacent parts of the building. these requirements are specified in this part of SANS 10160 in terms of deflection. The designer may choose this course or choose to combine both approaches.12 apply. C. This course of action has the advantage that it avoids the problem of precisely estimating the magnitude of causes and their effects.
taking place after construction.
C. as well as in in buildings having long-span suspended floors with a natural frequency of approximately 1 Hz to 5 Hz.2. The actions involved are permanent load which causes creep deflection.6. of any building element.2 Eccentric loading of walls and columns
C. in auditoria. Finally. The problem arises mainly where the disturbing force is of large magnitude.1 General
Deformations. In both cases. even to the extent of causing alarm.2 Inclination of vertical members may be due to constructional deviations or to the effects of
wind load. or of permanent and imposed loads acting eccentrically or causing differential settlement. and grandstands in sport stadia.
.3 Resonance
Near coincidence of forcing and natural vibrations may produce deflection due to resonance.1 Changes of slope of floors and roofs at junctions with supporting walls or columns and
lifting of the insufficiently restrained corners of torsional stiff floor slabs may cause horizontal cracking (particularly undesirable where floors are carried through to the face of the external wall) and also spalling of internal or external finishes.
C.6. i. The presence of properly designed stiffening elements such as shear walls. central service cores. enclosed lift wells or staircases will usually improve stability. which is a special case of deflection. the deformations may be to such an extent as to effectively prevent the use of the building for its intended purpose or to impair the health of the occupants. or by the provision of vibration insulation or adequate damping. The degree of resonance may be reduced by appropriate adjustment of either of the two frequencies. may cause damage to members (load-bearing or otherwise) and to finishes and claddings.e.2. and the imposed floor load which causes elastic deflection and creep deflection.6.
C. the effects may be progressive and lead to collapse.7.SANS 10160-1:2010 Edition 1 C. Some deformations may produce more than one kind of effect.2 Cracking and spalling of walls
C. Such changes of slope may be due to the effects of permanent and imposed loads on the floors or roof members.6.1 Eccentric loading of walls and columns may occur as a result of excessive constructional
deviation through inclination of these members or through deflections of floors or roof members.7. the permanent load causing creep deflection and the imposed loads causing elastic deflection and possibly creep deflection. may produce loading of the latter that is both eccentric and inclined.2. They may produce unpleasant psychological effects to occupants. dance halls.7 Deformations affecting serviceability by causing damage to buildings
C.3 Change of slope of floors or roof members at junctions with supporting walls or columns. although possibly not affecting the strength or stability of a building. or containing machines with large unbalanced forces.7.
C. as is the fact that cracks may be covered by redecoration.
.7. together with information about the limiting tensile and compressive properties of the partitions. and the degree of cracking that can be tolerated for the given type of surface finish as well as the given use of the building. together with any pre-stress. together with diagonal cracks across the upper corners due to extension of the under-surface of the floor above under the following circumstances: a) where the partition has a high compressive strength and limit of deformability.
Thermal and moisture movements in finishes are also involved. or lateral movements of the building.2. b) where the ratio of length to height is less than approximately 3.4. The actions involved are the permanent load of the floors or roofs which cause creep deflection. or a horizontal or arc-shaped crack may form in the lower portion of the partition.7. and in some cases that of the partitions. namely. the greater the rigidity of the floor transverse to the span.7. damage to brittle partitions may arise as a result of the differential settlement of foundations. In all cases the
effects involved are those occurring after the erection of partitions.3 Cracking and spalling of ceilings
Curvature of the floor or roof may cause cracking in decoration on the underside of concrete slabs. deflections of floors or roofs. or more tolerant partitions. A more severe limitation may be necessary if deep edge stiffening beams are incorporated into the walls. the worse is the effects of its deformations.4 Deflections of floors or roofs may damage partitions in a number of ways. In general.7.5 m. Where this cannot be accepted. Repeated thermal and moisture movements in the plaster may also be involved. as well as curvature and other movements of the floor due to possible unrestrained moisture movements.4.
C. Curvature.3 Differential settlement of foundations subsequent to the erection of partitions may produce
diagonal cracking across the body of the latter.7.4 Cracking and spalling of brittle partitions and non-load-bearing walls
C. A horizontal crack may form along the base of the partition.2 Differential settlement and wind forces may also cause such cracking and spalling. The actions involved are the self-weight load. Such a procedure is not yet sufficiently developed and it is meanwhile recommended that the deformation arising from various causes be dealt with separately. spalling and local bulging due to thermal and moisture movements in
the partitions themselves or in the supporting structure. the self-weight load of the floor or roof.7. a more severe limitation.1 Apart from cracking. causing creep deflections. The suggested limiting values may permit a certain amount of cracking.
C. subsequent to plastering. the imposed floor or roof load (including any self-weight loads such as screeds and floor finishes applied after erection of partitions) causes elastic deflection and creep deflection. The permissible degree of cracking is largely subjective and depends on the use of the building. the effects on the number and width of cracks of any restraints to movement. may cause cracking of the plaster in the span and spalling in regions of negative curvature. and all long-term variable actions capable of influencing settlement.
C.4.7.4. and the imposed load which cause elastic deflection and possibly creep deflection. including that of the partitions.SANS 10160-1:2010 Edition 1
C.2 Estimation of this damage depends on a determination of the total tensile or compressive
effects arising from all causes. may be called for. Good extensibility of the plaster and good distribution of concentrated loads are ameliorating factors.
3 The limitations of deflection may need to be more restrictive for roofs covered with sheet
materials which become brittle with age. The actions involved are the permanent load and the imposed loads.7.7.1 Visible sag of floors and ceilings
C.5.8.
C. If the floor or roof above the partition deflects more than the partition and there is no compressible packing at the head of the partition.5. cladding and glazing
C. d) where there are few openings or continuous vertical sliding joints to interfere with the arching.1 Deflections of roofs may cause damage to roof coverings of felt or metal. This action may result in low-cycle fatigue damage.4.5 Damage to roof coverings. trough or ribbed construction).
C. beam and
slab. When the partition is loaded by the upper floor and carries these loads by strut-action to the ends of the span of the lower floor diagonal cracks radiating from the corners of the openings may also be produced. the latter tends to be crushed and vertical cracks may form in the lower portion and diagonal cracks across the upper corners.7.
. to roof sheeting or to roof glazing or tiling and may produce ponding of rainwater. The provision of a camber or of a false ceiling can improve matters. The action involved is that of the wind gust which has a duration of sufficient length so as to produce the necessary deflection. in the case of cantilevers.2 Subjective appraisal depends on the type of roof or floor (whether flat soffit.1.
C.1 Visible deviations of floors and ceilings from the straight line or plane (unless obviously intentional) cause subjective feelings that are unpleasant and possibly alarming for the occupants. central core zones or enclosed staircases have an ameliorating effect. differential settlement. the area of it that is visible.8. which produce elastic deflections and possibly creep deflections. The actions involved are permanent load producing creep deflections.
C. C. as well as constructional deviations and thermal and moisture movements and.SANS 10160-1:2010 Edition 1
c) where the partition is longitudinally restrained by the structure or by adjacent walls or partitions.1.8. and the lighting conditions. C.7.5.5 Lateral deflection of a building as a result of wind forces may cause diagonal cracking
across a partition. Any imposed loads and wind gusts of appropriate duration produce elastic deflections.2 The cladding fixing should be designed so that structural loads are not transferred to
cladding panels when the structural frame deforms.7. Strong shear walls.8 Deformations affecting appearance
C. its height and its relationship to other elements of the construction (particularly elements that are horizontal or in a horizontal plane). and e) where the floor below the partition deflects more than the partition.
C. or prevent the carrying on of required activities which are dependent on human sensitivity.
C. or to thermal or moisture movements.4.2 Non-horizontality of floor supports
Unintentional lack of horizontality of floor supports causes many of the effects referred to in C. The non-horizontality of floor supports may be due to constructional deviations or to differential settlement under self-weight and imposed floor loads (rotation of the point of support in the case of cantilevers).4.
C. and spilt liquids to spread. particular activities of occupants or the use of machinery or precision apparatus.9.SANS 10160-1:2010 Edition 1 C.1. the main sources of oscillations in buildings are foot traffic and machinery within the building.9. including alarm.2 Deflections of overhead crane runway girders
Examples of special requirements are: a) Travelling cranes that produce: 1) vertical deflections of the runway girders (and of supporting brackets in some cases) due to their self-weight and that of the load carried. on the degree of damping present.
C.4 Deformations affecting special requirements in use
C. Such oscillations may cause unpleasant sensations.3 Oscillations generated within the building or by wind forces
Apart from man-made external sources of vibration. Recommendations for the limitation of oscillations of frequency exceeding 1 Hz are given in ISO 2631-2.8. trolleys to move. but constructional deviations and the overturning effects of eccentric and inclined loads on walls and columns may also be contributing factors. on the duration of the impulses and the interval between them. such as nearby industrial and transport activities. for example. whose effects are not covered.1 General
In certain types of buildings there may be special requirements in connection with.9.9.2 Visible lean of walls and columns
Visible deviation of vertical members from the vertical (unless obviously intentional) is also a source of subjective unrest.9.
C. Persons vary in their appraisal of lean but are often guided by neighbouring vertical elements. furniture and equipment to tilt or rock. on the activity to be pursued.9. and
. The provision of screeds or a camber may be appropriate. together with wind gusts.9 Deformations affecting use
C. The actions involved are the self-weight and imposed loads which cause differential settlements.9. Curvature may be due to constructional deviations and to elastic deflections and creep deflections (possibly upward) under permanent load alone or under permanent load and imposed floor loads.1 Curvature of floors
Curvature of floors and the inclinations that it produces may cause people to stumble or slip.
10. (It is assumed here that the effects of constructional deviations and any subsequent movements of supports have been negated by the levelling and lining up of the crane rails. however. b) the damage to impermeable membranes used for isolation or protection from liquids and gases.)
b) In the case of vertical deflections of the runway girders. d) the inclinations affecting co-linearity of apparatus or levels of liquids. c) In the case of horizontal deflections of the columns.9.) C. or becoming dislodged. but they are early evidence of excessive action.10. dust or light). and also to limit both transverse and longitudinal deflections to prevent excessive deformations of the supporting columns leading to damage to cladding and fixings (or to instability.6). In other cases. the requirements of standards for other types of deformation may prevent the formation of cracks. (They are unlikely to cause structural collapse unless extremely wide and extensive. it is necessary to impose a general overall limitation on the width of cracks.3 Bearing in mind that design and construction measures may be only partially successful in controlling cracking. are the overloading of the means of propulsion due to the slope of the runway girders when under load and the maintenance of steady motion over the point of support. The principal problems. reducing thermal or airborne sound insulation. permit corrosion of reinforcing elements or allow penetration of liquids. gases or radiation (thereby.10. or admitting rain. cracks may occur in circumstances other than those provided for in standards. Examples of problems that may arise are a) the vibration of weighing and measuring apparatus.
C. c) the twist of floors carrying machines operating on sheet materials.10 Deformations requiring general overall control
C. cracks may be avoided by appropriate initial design and construction
measures.SANS 10160-1:2010 Edition 1
horizontal lateral and longitudinal deflections of the supporting columns due to the forces of acceleration and braking. and that.1. see C. in any event. it is necessary to limit the transverse deflection to prevent the crane gantry itself rotating excessively about the vertical (slewing).4.
C.3 Other special requirements
These requirements should be agreed upon in advance of design and construction with the client and the suppliers of any equipment involved. for example.
C.1 Cracking
C.1. there may be a problem of clearances.1. and e) the interference with fine manual movements. Cracks may also constitute disfigurement or cause alarm.10.2 In many cases.1 Cracks in structural building elements may damage coverings. Any upward deflection due to pre-stress may be taken into account.
that cannot be sufficiently relied upon when strength properties are assessed.2 Deformations due to earthquakes
Apart from the pounding of adjacent buildings due to insufficient clearance as referred to in C.
C.10.11. and c) if likely to be permanent.
C. b) cracks should individually not exceed an average width of 0.serviceability ≈ 2.2 When deformations are determined by calculation. by gravity.4 In laying down limitations. whether they are likely to open further or close. cracking of reinforced materials. may be taken into account. moisture movements.
C.serviceability ≈ 1. he may determine deformations by calculation or by model or prototype testing. and creep of materials under permanent and long-term temporary loads. Where corrosion of reinforcement is not in question it is suggested that a) through-cracks should not be permitted at positions where the transfer of water (for example. βt.2 mm if it is intended that they be coverable by redecoration.12(d).11.1.1 The method used to assess or control the probable deformation is a matter for the
structural designer.10. the assistance received from various sources (for example. and the probable attitude of persons affected.5 In the case of possible corrosion of reinforcement.10. such calculation should be based on actions as specified in this part of SANS 10160. thermal movements. A reliability limit of. The method used should be such that it gives an acceptable probability of meeting the requirements given.
C. is suggested as a desirable minimum for irreversible serviceability effects and βt. or such lower figure as may be required in particular circumstances (for example. whether they are repairable or capable of being covered by decoration. whether penetration of liquids is a factor. in the presence of corrosive or humid atmospheres).1. consideration should be given to the building materials
involved. in view of the intended use of the building.3 The calculations should take into account constructional deviations. the permissible width of cracks should
be laid down in design standards for the respective materials.1. oscillations during an earthquake may cause considerable damage. Methods of predicting and assessing the damage are still the subject of disagreement between experts. wind pressure or capillary actions) to the inside surfaces of rooms could occur. It is therefore not possible at present to make any specific recommendation regarding limitation of deformation during an earthquake. neither through-cracks nor surface cracks should individually exceed an average width of 2 mm. and research continues. whether the cracks are through-cracks or surface cracks.SANS 10160-1:2010 Edition 1
C. he may control them by the adoption of limiting span to depth ratios or other measures. For example.10. C.11.11 Methods of assessing probable deformations
C. partial fixity at the ends of beams and slabs and partial support from partitions).6 The widths of cracks and any resulting out-of-plane dislocations may be controlled by
pre-stressed (or other) reinforcement. In addition. for reversible effects.
11. for example.SANS 10160-1:2010 Edition 1 C. The designer should consider whether the quasi-permanent component of the variable actions should also be taken into account. b) relative movement between adjacent buildings. due to differential settlement.12 Common causes of deflection and deformation
The following is a summary of the more common actions that are responsible for deflection and deformation in buildings: a) damage caused by mining subsidence or by movements of moisture-reactive soils (where movements are usually so great that special constructional measures are required). h) thermal expansion.4 In calculating any required camber. Limiting values for pre-camber should correspond to the values applied to conform to serviceability criteria.
C. possibly at different stages in their moisture movement. j) long-term expansion of clay products. it is suggested that the pre-camber is used to
compensate for the deflection caused by the permanent loads. partitions and services on a ground-bearing floor slab. and floor coverings. d) pounding of inadequately spaced buildings during an earthquake. f) vibrations of cladding and oscillations produced by wind. in the absence of variable actions and creep which would only manifest with time. The precamber should however be limited by considering its effects on the function and appearance of the building. i) differential shrinkage of different building materials or of different qualities of the same material.5 The deformation limitation to be met should be the most severe of any values suggested
for any particular criterion. particularly in parapets. g) differential settlement causing nipping of windows and doors and jamming or demounting of sliding doors. fascias. k) chemical deterioration. c) differential settlement causing nipping of walls. and l) upward creep deflection of unrestrained pre-stressed roof members.
. e) ponding of water on roofs. and differential thermal expansion of different building materials or of thin exposed members such as cladding. particularly of roofs and exposed columns.11. formation of sulpho-aluminates or of rust or other corrosion products.
C. or at the point of entry or exit of services.
.1.1.2 Irreversible serviceability limit state
The recommended criteria for the irreversible serviceability limit state are given in table D.1 General
D. See annex C. and other sources of deflection to which the criteria
apply. remedies and
methods for assessment which are presented in annex C.
D. effects.3 The deflection criteria are based on a general discussion of the causes. as adapted from ISO 4356.1.
D.1.SANS 10160-1:2010 Edition 1
Recommended criteria for deformation of buildings D.1.4 The effect of deflections on the stability of the structure should be considered in the
materials-based structural design standards.2 The various actions and their effects.6 for a general discussion on the effect of deflections on strength and stability. are also indicated.1 Deflection criteria is presented that may be used in accordance with the requirements for
design verification for the serviceability limit state as stipulated in clause 8.
2.5 to Cb Cb span/125 Columns 4 to 10 indicate which actions and displacements are to be considered when calculating compliance of the structure with the given criterion.3 Varies with construction Deflection at nodes for truss
Medial deflection of roofs or roof members
10 mm to 15 mm
.2 Varies with construction
10 mm to 15 mm Damage at supports Ceiling damage Partition damage – isolated (for span/height < 3.7.7.7. Creep effect.1 — Summary of recommended criteria for the irreversible serviceability limit state
1 2 3 4 5 6 7 8 9 Actions and deflectionsa Imposed load Pre-stressing 10 11 12
Construction deviation and camber Differential settlement Structural selfweight Non-structural selfweight
Damage at supports
Ec Cb Ec Cb
C.7.SANS 10160-1:2010 Edition 1
Table D. Elastic effect.4
Span/250 Cb Ec Ec Cb Ec C.6.5) Roof covering damage Cb Cb Ec Cb Ec Cb Ec Cb Cb Cb Ec Cb Ec Cb Ec Cb
Usually less critical than partitions Partition follows movement of floor beneath Excessive deflection of floor below partition Excessive deflection of floor or roof above partition
Span/300 –
C.6.7.3 C.7.5)
Ec Cb
Medial deflection of floors
Span/500 to Span/300 Partition damage Partition isolated from floor (for span/height < 3.2
Also D.
Elastic effect.7.4 E
C.6.4 E E
Damage at Storey supports height/100 Partition damage Storey height/500
Terminal deflection of cantilever roofs
Varies with construction Deflections at nodes for truss
C.7.2.6.7.3 C.SANS 10160-1:2010 Edition 1
Table D.1 (concluded)
Actions and deflectionsa Imposed load
Non-structural self-weight
Construction deviation
Structural self-weight
Conditions and comments Varies with constructio n
Ceiling Terminal deflection of damage cantilever Partition floors damage
Ceiling damage Partition damage – Isolated Roof covering damage Terminal deflection of non-cantilever horizontal members Terminal deflection of vertical members
– Span/500 to span/300
– 10 mm to 15 mm Span/250 span/125 to E b C E b C
E b C E b C E b C
C.7.7.
.7.4 Partition damage
Columns 4 to 10 indicate which actions and displacements are to be considered when calculating compliance of the structure with the given criterion.4
C. Creep effect.3 C.
Damage at Span/100 supports Partition damage Span/500
C.2.3 C.3 Reversible and long-term serviceability limit state
The recommended deflection criteria for the reversible and long-term serviceability limit state are presented in table D.2.
Table D.8.9.1 C.2 — Summary of recommended criteria for the reversible and long-term serviceability limit state
Actions and deflections Non-structural selfweight Differential settlement Structural selfweight Construction deviation and camber Pre-stressing
Medial deviation of floors
Appearance Use (curvature)
Visible length/250 or 30 mm Span/300 Visible length/250 or 30 mm Visible length/250 or 15 mm Span/125 Span/100 Visible length/250 or 15 mm
Eb Cc Eb Cc E Cc Eb Cc Eb Cc Eb Cc E Cc
C.1 Quasipermanent component of imposed load
Medial deviation of roofs or roof members
Columns 4 to10 indicate which actions and displacements are to be considered when calculating compliance of the structure with the given criterion.9.2 Quasipermanent component of imposed load
Terminal deviation of cantilever roofs
Terminal deviation of cantilever floors
Appearance Use (curvature) Use (rotation)
Eb Cc Eb Cc Eb Cc E Cc
C.9.8. Creep effect. Elastic effect.8.1 C.
Storey height/250
Eb Cc
C.2 (concluded)
1 2 3 4 5 6 7 8 Non-structural selfweight 9
Actions and deflections Structural selfweight Construction deviation and camber Differential settlement
Terminal deviation of noncantilever horizontal members Terminal deviation of vertical members Oscillations of members Oscillations of building as a whole Horizontal terminal deflection of high-rise buildings
Use (slope)
Span/100
C.8. Elastic effect.
.9. imposed and wind loads act eccentrically
Resonance Use Use
Eb Eb Eb
Eb Eb Eb C.3
Building height/500
Columns 4 to10 indicate which actions and displacements are to be considered when calculating compliance of the structure with the given criterion.SANS 10160-1:2010 Edition 1
Table D. Creep effect.2
Where selfweight.
the design values should. c) Tests to reduce uncertainties in parameters of load or load effect models. for example.1(c). ground testing in situ or in the laboratory. models of structures. e) Control tests to check the identity or quality of delivered products or the consistency of production characteristics. by testing structural members or assemblies of structural members ( for example.2. for example. parts of structures and structural materials for application in design in accordance with clause 9.2. b) Tests to obtain specific material properties using specified testing procedures. or concrete cube testing.SANS 10160-1:2010 Edition 1
Guidance for design assisted by testing E. for example.1 Scope and field of application
Guidance is provided on the testing of structures. f) Tests carried out during execution in order to obtain information needed for part of the execution.3 Test types given in E. for fatigue loads or impact loads. However it is not intended to replace acceptance rules given in product specifications or execution standards. or testing of new materials.2 Types of tests
E. to determine elastic deflections.2. (c) and (d).
. testing of cables for structural use.2.
E.4 and E. for example. d) Tests to reduce uncertainties in parameters used in resistance models.5). Such tests can be performed.1(a).1(e). (f) and (g) may be considered as acceptance tests where no test results are available at the time of design. wherever practicable. for example.2. vibration frequencies or damping. roof or floor structures). (b).
NOTE Special techniques might be needed in order to evaluate the results for the test type given in E. Design values should be conservative estimates which are expected to be able to meet the acceptance criteria at a later stage.2 For test types given in E.2.
E. be derived from the test results by applying accepted statistical techniques (see E. g) Control tests to check the behaviour of an actual structure or structural members after completion. testing of pile resistance or testing of cable forces during execution. for example. by wind tunnel testing.1 A distinction needs to be made between the following types of tests:
a) Tests to directly establish the ultimate resistance or serviceability properties of structures or structural members for given loading conditions. for example.
E. Adequate safety precautions should be taken to prevent injury to persons and avoid damage to property during the test. The criteria against which the results of the test will be judged and therefore the acceptability of the structure should be evaluated and specified. as well as the execution of the tests and the evaluation of the test results. Limitations of the test and required conversions (for example scaling effects) should also be specified. This plan should contain the objectives of the test and all specifications necessary for the selection or production of the test specimens. including: 1) 2) 3) 4) 5) geometrical parameters and their variability. together with the corresponding variables. If there is significant doubt about which failure modes might be critical.1 General
Before tests are carried out.
NOTE Attention needs to be given to the fact that a structural member can possess a number of fundamentally different failure modes. a test plan should be established. b) The prediction of test results where all properties and circumstances that can influence the prediction of test results.3. then the test plan should be developed on the basis of pilot tests. Factors to be taken into account include: 1) 2) dimensions and tolerances. if relevant.
.2 The test plan
The test plan should include the following: a) The objectives and scope that should be clearly stated.3 Planning of tests
c) The specification of test specimens and sampling where the test specimens are specified.SANS 10160-1:2010 Edition 1
E. are taken into account. or obtained by sampling. and scale effects of environmental conditions. should be described. the required properties. material properties. especially with regard to the possibility of a collapse of the element under test. parameters influenced by fabrication and execution procedures. for example.
The expected modes of failure or calculation models (or both). in such a way as to represent the conditions of the real structure.3. taking into account any sequencing. the influence of certain parameters varied during the test and the range of validity. material and fabrication of prototypes. geometrical imperfections.
sampling procedure. and loading by deformation or force control.
The objective of the sampling procedure should be to obtain a statistically representative sample. relative humidity. strains. temperatures. f) The measurements where all relevant properties for each individual test specimen are measured and listed before testing. and restraints. Where structural behaviour depends on the effects of one or more actions that will not be varied systematically. Attention should be drawn to any difference between the test specimens and the product population that could influence the test results.
Load sequencing should be selected to represent the anticipated use of the structural member. In addition.SANS 10160-1:2010 Edition 1
number of test specimens. accelerations. e) The testing arrangements where the test equipment is relevant for the type of tests and the expected range of measurements. and clearance for deflections. under both normal and severe conditions of use. if relevant: 1) 2) 3) 4) 5) time histories of deflections. Interactions between the structural response and the apparatus used to apply the load should be taken into account where relevant. a list should be made of the measurement locations.
. loading history. d) The loading specifications and environmental conditions are specified for the test and include 1) 2) 3) 4) 5) 6) loading points. if any. Special attention should be given to measures aimed at obtaining sufficient strength and stiffness of the loading and supporting rigs. including the following. restraints. then those effects should be specified by their representative values. The procedures for recording results should be specified. forces and pressures. velocities.
4. method (a) is preferred provided the value of the partial factor is determined from the normal design procedure (see E.
E.2 The derivation of a characteristic value from tests (method E.SANS 10160-1:2010 Edition 1
6) 7) 8) 9) required frequency. and
10) temperature and humidity.5. appropriate measuring devices. implicitly or explicitly taking into account the conversion of results and the total reliability required.4. a model parameter or a resistance should be carried out using one of the following methods:
a) by assessing a characteristic value.4.1(a)).
.3). and d) resistance effects then the calculation model should take such influences into account. and c) any available prior statistical knowledge. or b) by direct determination of the design value. on which the tests are based.4 and E. if necessary.1 The derivation of the design values for a material property.4.4 If the response of the structure or structural member or the resistance of the material depends on influences not sufficiently covered by the tests such as:
a) time and duration effects. as appropriate. loading and boundary conditions.4 Derivation of design values
NOTE In general.4. Any standards.3 The partial factor to be applied to a characteristic value should be taken from the
appropriate standard provided there is sufficient similarity between the tests and the usual field of application of the partial factor used in numerical verifications. g) The evaluation and reporting where specific guidance is given in E. b) scale and size effects.
E. b) the statistical uncertainty associated with the number of tests. by an explicit conversion factor.4.
E. should take the following into account:
a) the scatter of test data. accuracy of measurements. date and time. should be reported. which is then divided by a partial factor and possibly multiplied.
E. c) different environmental.
NOTE At the level of interpretation of test results. and e) prior knowledge obtained from similar cases. additional information from previous tests or from theoretical bases should be used. d) where appropriate. no classical statistical interpretation is possible. If the results are to be extrapolated to cover other design parameters and loading.5.4.
. this might involve additional testing. a classical statistical interpretation is possible.SANS 10160-1:2010 Edition 1
E. and b) a sufficient number of observations is available. b) the required level of reliability. perhaps under different conditions. the behaviour of test specimens and failure modes should be compared with theoretical predictions.1(a) is used. The methods given may be used only when the following conditions are satisfied: a) the statistical data (including prior information) are taken from identified populations which are sufficiently homogeneous. (For the Bayesian procedure.3 The result of a test evaluation should be considered valid only for the specifications and load characteristics considered in the tests.1 When evaluating test results. with the use of
available statistical information about the type of distribution to be used and its associated parameters. an explanation should be sought.4. c) compatibility with assumptions relevant to the achievement of the required level of reliability for actions. Only the use of extensive prior information associated with hypotheses about the relative degrees of importance of this information and of the test results.
E.5.5 Principles of statistical evaluations
E.2 The evaluation of test results should be based on statistical methods. a classical statistical interpretation might be possible.) b) If a larger series of tests is performed to evaluate a parameter. and one or more associated parameters. the required design working life.5 In special cases where the method given in E. This interpretation will still need to include certain prior information about the parameter. When significant deviations from predictions occur. makes it possible to present an interpretation as statistical.5. see ISO 12491. E. three main categories can be distinguished: a) Where one test only (or very few tests) is (are) performed. the following should be taken into account when determining design values:
a) the relevant limit states. or modifications of the theoretical model. c) When a series of tests is carried out in order to calibrate a model (as a function).
Code of practise for the design of highway bridges and culverts in SA. Basis of structural design. General principles on reliability for structures. PE. Statistical methods for quality control of building materials and components.ch/ Retief. Bases for the design for structures – Deformations of buildings at the serviceability limit states. Mechanical vibration and shock – Evaluation of human exposure to whole-body vibration – Part 2: Vibrations in buildings (1 Hz to 80 Hz). SANS 2394. http://www. ISO 4356. SANS 9001/ISO 9001. (ISBN 978-1-920338-10-7)
© SABS
JCSS (Joint Committee on Structural Safety) Model code for reliability based structural design. EN 1991-1-3. General actions – Accidental action. JV and Dunaiski. ISO 12491. ISO 3898. 2009. Sun Press: Stellenbosch. General actions – Snow load. Background to SANS 10160. TMH7. Parts 1 & 2. Quality management systems – Requirements. EN 1991-1-7.jcss. ISO 2631-2. Bases for design of structures – Notations – General symbols.ethz.
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