Reinforced concrete design to ec2 mosley pdf

The book stands as an ideal learning resource for students of structural design and analysis courses in civil engineering, building construction and architecture, as well as a valuable reference for concrete structural design professionals in practice.

These workflows are complimented with detailed explanation and worked examples to enhance the reader's understanding. Derivation of design formulation and key calculation procedures for the determination of design forces developed in structural elements are provided as well. Author : William Henry Mosley,R. It adopts the same format of presentation to cover the design and detailing of reinforced and prestressed concrete members and structures to the new Eurocode for the design of concrete structures Eurocode 2: Design of Concrete Structures, Part 1.

Author : Prab Bhatt,T. It presents the principles of the design of concrete elements and of complete structures, with practical illustrations of the theory. It explains the background to the Eurocode rules and goes beyond the core topics to cover the design of foundations, retaining walls, and water retaining structures. The text includes more than sixty worked out design examples and more than six hundred diagrams, plans, and charts.

It suitable for civil engineering courses and is a useful reference for practicing engineers. Now expanded, with a new chapter dedicated to case studies, worked examples, and exercise examples, it is an even more comprehensive guide to conceptual design, analysis, and detailed design of concrete structures. You make it enjoyable and you still take care of to keep it sensible. I can not wait to read far more from you. This is actually a tremendous website. I'll go ahead and bookmark your website to come back in the future.

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Want to Read saving…. Want to Read Currently Reading Read. Other editions. Enlarge cover. Reinforced concrete design to Eurocode 2 Other bestselling titles from earlier 5th edition of the well-established book Reinforced Concrete Design by Mosley. An introduction to analysis of financial data with r wiley pdf ruay tsay learn in your car french pdf free download.

Paperback - They can take twenty minutes to download, and they often contain viruses. Bungey Skip to main content Skip to table of contents. The din.! Ncar the support. The :. I he actual hehavillur of com:rctc in shear 1s complex, and diflicult to analyse theoretically. In EC'2 :t method uf! The use of method allows the designer to seck out economic!.

Even p:m of a iSe' rakes lbpended "lmant. The shear capacity of the concrete. VRtt c. The concrete acts the top 1. The bottom chord is the horilCmtal tension steel anu the vertical links are the transverse tension members. Con ,iderution of the compressive strength of the diagonal concrete strut and it1- unglc 0; 2. Calculation of the required shear reinfon:cmcnt for the vertical tics: 3.

Thus the maximum design shear force VK. With reference to figure 5. I Bb,. R7 cot 0. Otherwise the value for 0 can be calculated from equation 5. EC2 that. Equation 5. F 1 d i:- caused by the horizontal component required to bulance the comprer-sive force in the inclined concrete strut.

Resolving forces hol"iz. In practice. Tim, is discussed further and illuqruted in section 7. Equntions 5. I rom these it obvious that the steel ratio IS a function nf the or cot J equation 5. Figure 5. C2 places a lower and upper limit of 1. This corresponds to limiting B ro 45 and 22 respectively.

Check the crushing strcnglh VRd. For most cases the angle of inclination of the 0 2:! Tf calculati on a value of B greater than 45 then the beam should be rc-"ized or a higher cla" The 1. J should be enlculnted at a d from the face of the suppoll ami the reinforcement should continue to the face of the support.

The shear for the links actually specified is A"' Vmm-- X 0. Calculate the mmimum linh reqUired by EC2 from A"' '"'".. Calculate the additional longitudinal tensile force caused by the shear J. A, mmz Total ultimate load on beam Support renetion Sheur. Check the strength VRd. From equation 5. N From equation 5. Determme angle B From equation 5. Determine resi stance of the linl N Therefore shear rc-. Oe,ign shear. Additional longitudinal ten:. These addi ti onal tension forces arc calculutcd from equation 5.

Therefore D. Fcd 0. J l b Multiple System hom the geometry of part a of figure 5. J cotfJ cotn 5. Longitudinal complemental shear stresses also occur in a nangcd!

The variable strut inclination method is used in a similar munncr to that for the design to resist vertical shear in a beam described in 5CClion 5. The design is divided into the following 1.

The longitudinal she:lf stresses arc ut a maximum in the of the maximum changes in bending stresses that, in turn. These occur al the up to the maximum hogging moment nver the supports and at the awuy from the zero moments in the of the beam. Fd in the llangc OUtl. I'Ed at the vertical section between the outstand of the Hange and the web is caused by the change in the longitudinal force,.. Where point loads occur.. If is less than or equal to 40 per cent of the design tensile crad.

OAfcw O.. Calculate the trunsversc shear reinforcement required The required reinforcement per unit length, A, 1.

The reqUirements of EC2 require' that the area of transverse steel should he the greater of a that given by equation 5. Example 7. For the calculation of anchorage design ,alucs of ultimate anchorage bond stresses are specified according to whether the bond conditions are good or otherwise.

These additional nre that Ute 1. When hond condition' arc poor then the ultimate bond 'ihould be reduced by a factor of 0. Tahle 5. Jc ,ign of ultimate hond for 'good' conchtions. Tabl e 5. J In both the mmimum value also exceed both lO bnr diameters and mm. Bends and ure IIOl recommended l'or a! II the anchorage length shown m.

The internal diameter of any bent bar rcfemd to as the mandrel size is l imited to avoid damage to the bar when bending. For less than or equal to 16mm diameter the mternal diameter of any bend should be a minimum of 4 the har dtametcr. To give a general idea of the full anchorage lengths required forf. The reinforcing bars are in resisting u hogging moment. The characteristic material are. Abo from tahlc 5.

Sec ahn tahlc A. Laps between bars should be and should not occur in regions of high stress. Values of 0: 0 can be comcniemly taken from table 5. The arrangement of lapped must confom1 to figure 5. In the ol atljm. The cracks will form a spiJ:ll around the member ns in figure 5. Reinforcement in the flmn of closed and longitudinal bars will carry forces from incn:asing torsional moment after crnckmg.

Failure will eventually occur by reinforcement yielding. The cquauon! The box'' rdnl'orced wrth longitudmal bar:- each corner v. In thi' se1. Consider ligure 5. The applied tmquc Tt. II ow ,hear nee Shear, bond and torsion a Compression slruts I Torsional shear Ioree Tension In longitudinal steel Triangle of b Forces actfng on whole body one face shown representative of all four faces h [..

T Cd lienee tl 1. If ir is assumed that the urea of one Figure 5. The calculated amount oJ reinforcement must he provided in addition to the full bending and ,hear reinforcement requirements for the ultimate load comhinalions corresponding to the tor:. Where longitudinal bending reinforcement is required the ndditional torsional steel nrea ma either be provitll:d by increasing the size of the bars.

Torsional must consist of tully anchored links spaced longitudinally no more than apart. Where the reinforcement I! IlL 5. To determine the thickness of the! In no With reference to figun: 5.

The arproach to design for torsion is therefore: a on the calculated ultimate moment. Lor I :,hapc should be divided into component rectangles and each component h. The subdh is ion of a into Its component rectangles should be done in order to maximise the L Kh ,, Reinforced concrete design FigureS 17 Combined shear and tonton Table 5. Pigurc 5. The comhined hear and The recommended JOnttl equation 5.

H the assumed angle of the compressive sull! However for a solid rectangular secti ou, rcluti vcly small torsional and shea neither shear nor torsional reinlon:cmcnl i..

Sfet k 5. The ltnalmodc of failure "ill depend on lhc di-,tribution and quantity nt reinforcement present. C limit Stale Of bending of reinl'orced unless has been iucludccl in lht.

In the flexura l tension tone the longitudinal required for both cases can be added. In some circumstances, however, it may be desired to estimate the behaviour ol a member under work1ng conditions, and mathematical methods of estimating deformations and cracking must be used. The design of prestressed concrete is bclsed prirnilrlly on the avoidance or limitation of cracking and this is considered in chapter 1 I. Where the loundat1ons of a structure are in contact with the ground, the pressures developed will influence Lhe amount of settlement that Is likely to occur.

To ensure that these movements are limited to acceptable values and are similar throughout a structure, the sizes of the foundations necessary are based on the service loads for the structure. Consideration of durability is necessary to ensure that a structure remains serviceable throughout its lifetime.

Th1s requirement will involve aspects of design, such as concrete mix selection and Il its of and SeNiceability, durability and stability requirements determination of cover lo reinfordng bars, as well as selection of suitable materials for the exposure conditions which are expected.

Good construction procedures including adequate curing are also essential if reinforced concrete is to be durable. Simplified rules governing selection of cover, member dimensions and remforcement detailing are given in sections 6. The stability of a structure under accidental loading, although an ultimate limtt state analysts, will usually take the form of a check to ensure that empirical rules, designed to give a minimum reasonable resistance agatnst misuse or accident are satisfied.

Like serviceability checks, this will often mvolve detailing of reinforce- ment and not affect the total quantity provided.

Slclbilily requirements are discussed in section 6. Reinforcement detathng may he aflcch. Plal'ing and Complirmce Criteria and the comrlememory SIUndard BS give more detailed guidance on minimum comhinattons of thickness nf covel' anu mix chan.

It be noted that the UK national Annex to F. C2 and induuc 'igni licant to EC2 itself. The mixes arc in tcnm of minimum cement content. On with de-Icing agent lligh water saturation -without de-icing agent High water saturation - with de-icing agcnL or sea water Chemical auack Slightly aggressive Moderately aggressive Highly aggressive. Others subject Lo frequent splashing - Defined in specialist literature or ter a 1ay and Jtlon I or Serviceability, durability and stability requirements 12 The cover is necesr.

Tuhle 6. If any of the parameters of cement type. Minimum com:rcle mix requirement:. Reference should he mode to the appropriate documentation in! Table 6. Ctnerol Notes These v,llues may be reduced by S mm 1f an approved quality control os spcclfoed.

Structural fire design in coni-. These '' generally appl ''hen nonnul deta11tng ntleo;, have been follm' cd und ''hen moment redt,tribuuon doc Tabl e 6. In two-way siJbs the axis ref'rs to the lower I,Jyfr of re1nlorcrmfnt 3. Th' term 'two-way Sldbs' to slabs supported. Krd in lht' upper h'll of the ll.

Mmlmum of 8 bars reqwed 1 30 Reinforced concrete design 6. In addition to providing minimum area of bonded reinforcement see sectton 6. It can he seen that li c :-pacing on the arcss in the reinforcement which should be taken as the!. The qumiperma11ellf loading tal-. Qk, depending on the t pe of su-ucture. In arens o concentrated loadi't or maximum mocnh these should he rl! The princtpal requirements, to "e checked at the detailing stage.

In addttton to the requuements of table 6. Whenever thi'l minimum area is provided, then yield should not occur and crad. Note b, es the ml'dn wodth of the tenseon zone. The limns specified arc a. Jn calculatmg the the approximation given in equation 6. In assessing the maximum spacing nnd of lhi:. In addauon to the ahove requirement, EC:?

Some typical values are given in table 6. For two-way slabs. The two col umns given in table 6. Simply supported beam or 1. End span of continuous beam 1. In tenor span of continuous beam 1. Slab on columns without beams 1. Cantilever 0. T1 upprouch is basl.! If the breadth is mm, check the acr. At the ultimate limit :. A, f'"". From table 6. X Ylodthcation for :. Deflections must thu. The neces ar to satisfy the requirement' vary con.

Hem:, the total loading to he tuken in the calculation will he the permanent load pJu. This i. It smpot1ant to realise th. Thus any calculated values mu-. It may he to allow fur the'c factors hy averaging maximum and minimut estsmalcd effects and, provided that this is done. Deflections arc the' calculated! A approach to dellcction is to calculate th curvature at intervab along the.

Such an upproach is rarely justified and the approach adopLed below. Serviceability, durability and stability requirements 6. In order to calculate the 'average' curvature. Uncracked section fhe :h1-Um. For n given moment. Thi-; IS identical to that shown in ligures For a given moment, M, and from clastic bending theory, the curv:uurc of the cracked section.

These the tlevelopmenL of creep with time anti. Shrinkage strains are affected by the ambiem humidity and t:lement dimensions. The total shrinkage strain can be considered a'i two component. Thus: EC2 formulae to evaluate lhese components al various ages or the concrete from which the typica l long-term values in table o.

The total slui nknge wi ll tend to he fut lc:. The average' shrinlage curvature can he calculmcd from equ:uion 6A having calculated the curvature based on both rhc 'cral. The dcflecuon of the beam or -. Douhlc integnuion of equation 6. This may be by considering the case of a pin-ended beam subjected to con. The ha1. IW k n the value of which depends on the nl bendrng in the member L the effective span..! I f the loading is complex.

M M;; 0. Since the involve11 the square of the lipan, it is important thut the true el'fccti vc span as dclincd in chapter 7 used. Dcllections of canti levers may he im:rcascd by rotation of the. Upporting member. It spans 9. Ecm - 31 A more accurate calculation could have been performed. With reference lO fi gure 6. Sj fer where s. X mm value almost exactly matt. The application of th The span- effective depth ratios obtained in section 6.

For span of than 7m this shoulcl abo ensure that the of after application o linishes are met but. For loading patterns that are not umformly di! Basic ratio from table 6. I he actual widths of cracks in a reinforced concrete 'truclllre w11l vary between wide limits and cannot he precisely e! Flexural cracking i-. If culculmion A length or beam shown in ligure 6. When the limi ting tensile stra1n t'or the concrete reached.

The curvature of the beam. Lhc development of cracks is governed to a large extenL hy the reinforcement. This action may continue with increal. Hence, assuming any tensi le of concrete hctween cracks is!

W d - x E, where L 11' the sum of all widths at level. IOll of loading 0. The maximum crack spacing. Generally the dfecthc tensiOn area should be taken a-, having a depth equal to 2. Figure 6. Slab Effecliv4! Although not directl y incorporared into the above formulae. R to allow for t-rccp The method.. I, ln. To increase Pr. The calculation of the design crack indicated above only to region '' ithin the effective tension zone. Since cracking can also occur in the side face of beam it j. The rules for providing minimum areas of remforccment and ltmiung bar l.

In this section. Consider the com:rctc section of figure 6. After cracking, the equilibrium of concrete adjacent to a cracJ Hence the criucal value of steel area i' If the ureu isles! In EC2 thi s l'ormulu is modi lieu hy the inclusion ol a f..

For thermal and shrinkage k can range from 1. The cruck widlh given in equation 6. In prnctice. Cracking behaviour thus considerably on the degree and noture of the restraint and temperatures at the time of casting.