Reinforced Concrete Design: to Eurocode 2

£27.495
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Reinforced Concrete Design: to Eurocode 2

Reinforced Concrete Design: to Eurocode 2

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£27.495 FREE Shipping

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Thi~ equation ic; ana logou~ to equation (5.9) for the shear rc!.istanc:e of shcua· lin i-s. In a !.imi lur way it can be ~hown that, bused on cru~hing of the concrete in the compressive ~truls, the analogous equation to (5.4) is given by:

whcre M~ ts the bending moment nt a section distun~.:e 1 rmm the origin 3); shown in ligure 6.6. l·or small deflections the term d'y/tl.t~ upproximalely equals the cu rvuturc which is the reciprocal of the radiu~ of curvalurc. Douhlc integnuion of equation 6.10 will yield un expression for deflection. This may be illu ~ t ratcd by considering the case of a pin-ended beam subjected to con.,lunl M throughout its length. ~o thttt M, - M. d2 1• El ., ·, u\- Serviceability limit state(s) – corresponding to conditions beyond which specified service requirements are no longer met EC2 abo require., that the max1mum longitudinal spacmg of bent-up ban, as hmJted to 0.6d( I + cot o ) and '>pecifies that at least 50 per cent or the rcquared shear reinforcement should be in the form of shear link'>. Area of a structural steel section Shear area of a structural steel section Width of the steel flange l rc the factor ol 0.1!5 allow~ for the dillcrence bet\\ecn the bcnd111g \trength and the 1 fer cru1-.h ing stn.:ngth of the concrete. and;'< = 1.5 ;, the w.uul partial \lllety factor 'le strength of concrete. The ultimate strain of feu~ = 0.0035 ~~typical for cla~'c' of CS0/60. Concrete cla:.sc:. < C50/60 will, un less otherwise stated. bePossible combinations of a and bm1n where a is the overage axis distance and brn 111 is the width of the beam Cotllinuou~ The flange width for T-beams and L-beams can be derived as shown below. The notations are shown in figure 4. intended probability of being achieved – normally used for variable action with known statistical distributions, such as wind or snow. ■ A nominal value – used for some variable and accidental actions. The values of action given in the various parts of BS EN 1991: Actions on structures[6] are taken as characteristic values. uhject ton uniform compressive stres of 0.567./~... fn thi ~ concrete pmvide 4.35 and 4.36 should be used, taking the neutral ax.t!'l depth equal the overall section depth. h.

are determined largely from th~ pracllcal need to achic\e adequate compaction of the concrete around the reinforcement. The limns specified arc a.-. follows An adequate concrete cover should be provided in reinforced concrete beams for the following reasons;is a coefficient related to the quality of the bond condition and the position of the bar during concreting This book has nine chapters that cover topics commonly applied in construction industries and taught in postgraduate civil and structural engineering curriculums in many universities. The chapters include ribbed and flat slabs; shear walls; corbels; water retaining structures; raft foundations; domes; curved beams; design for torsion; calculation of deflection; and an introduction to seismic design. Related products Relevant clauses or figure numbers from Eurocode 2-1-1 (if the reference is to other parts, other Eurocodes or other documents this will be indicated) b eff,i ≤ b i Figure 4: Effective flange width parameters ((Figure 5.3 of EN 1992-1-1:2004 (E)) Estimation of design loads a) Peripheral ties The rcripheral rie must be provided. hy reinforcement which is effectively continuous. around Lhe perimeter of the building at each lloor and roof level. This reinforcement mu~l lie within 1.2 m of the outer edge and at it~ characterist ic strc!>s be capahle of resisting a force of at least /• 1•

Good hontl cond iti on~ are t:onsidered to he when (a) bors are inclined at an angle of hctwccn 45 and 90 to the hori.amlal or (h) zero to 45 provided thnt in thi:-. second case additional requirements arc mel. These additional condition~ nre that bar~ Ute Vertical bearing resistance per unit area (foundations) Design value of the resistance to an action It should be noted that for a singly reinforced ~ection (K < Kbatl. the lever arm i~ calculated from equution 4.8. For a l.ection requiring compre~sion 'teel, the lever arm can be calculated lrom equation 4.29 or by U'>ing the equutionfrom the ~ection deal ing with the analysis uf u 1>ingly reinforced section nnd for concrete class not grcall:r than CS0/60 when M

Consultant (Chairman) British Precast Concrete Federation British Cement Association The Concrete Society Construct The Concrete Centre BRE DCLG Quarry Products Association Arup Alan Baxter & Associates Powell Tolner Associates Clark Smith Partnership DCLG Consultant W S Atkins Concrete Innovation and Design It v~" mu\r!l , < v, r then a larger value of the angle() mu~t be u~ed ~o thm the diagonal concrete Mrut ha5 a larger vertical component to balance Vcd· Jfc but con:-.crvmive desrgn tor a flanged section with f > Jr1 can be achieved hy ung the depth of neutral axis to .r = 0.45cl, the maximum depth allowed in the code. [l~, rgn equations can IX! derrved for this condition a:. follows. Depth of Mres~ blocl... s IC\tigndopCU. :> tho:-c tndard The use • shear e at the to the :nding a the 'hear force. \'tt· at the face of the beam·~ 'upport~ \O that A~ of an individual structural member or a limited part of the structure or the occurrence of localised damage. ■ Avoiding as far as possible structural systems that can collapse without warning. ■ Tying the structural members together.

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Horizontal distance from column face to edge of a drop or column head below soffit of a slab (punching shear) Students and practitioners, both in the UK and elsewhere in the world where Eurocode 2 has been adopted, will find it a concise guide both to the basic theory and to appropriate design procedures. Key a Value if favourable b Leading accidental action (Ad) Notes The values of y are given in Table 2.1.



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