Accuracy
The calculation of deflection in Eurocode 2 using the rigorous method presented here is more advanced than that in BS 8110 It can be used to take account of early-age construction loading by considering reduced early concrete tensile strengths. However, the following influences on deflections cannot be accurately assessed Tensile strength, which determines the cracking moment. Therefore any calculation of deflection is only an estimate, and even the most sophisticated analysis can still result...
Design procedure
A procedure for carrying out the detailed design of beams is shown in Table 1. This assumes that the beam dimensions have previously been determined during conceptual design. Concept designs prepared assuming detailed design would be to BS 8110 may be continued through to detailed design using Eurocode 2. More detailed advice on determining design life, actions, material properties, methods of analysis, minimum concrete cover for durability and control of crack widths can be found in Chapter 2,...
Design for high beam shear support B
As uniformly distributed load predominates consider at d from face of support VEd 1098 - 350 2 0.689 x 1.35 x 46.0 1.5 x 633 1098 - 0.864 x 157.1 962.3 kN By inspection, shear reinforcement required and cot 0 lt 2.5. Check VRd max to determine 9 Check maximum shear resistance As before 6 0.5 sin-1 0.20 fck 1 - fck 250 gt cot-12.5 where 962.3 x 103 350 x 0.9 x 687 4.45 MPa 6 0.5 sin-1 4.45 0.20 x 30 1 - 30 250 gt cot-12.5 0.5 sin-1 0.843 gt cot-12.5 0.5 x 57.5 gt 21.8 28.7 cot 6 1.824 i.e. gt...
Figure Tna
Procedure for determining flexural reinforcement Carry out analysis of slab to determine design moments M Where appropriate use coefficients from Table 3 Determine K' from Table 4 or K' 0.60d -0.18 d2 -0.21 where d lt 1.0 No compression reinforcement required Obtain lever arm z from Table 5 or d Calculate tension reinforcement required from M Check minimum reinforcement requirements see Table 6 Check maximum reinforcement requirements s,max 0.04 gt Ac for tension or compression reinforcement...
Flexural design span BC and CD similar
beff, 0.2b 0.1 0 lt 0.2 0 lt b1 where 7500 - 1000 - 550 2 2975 mm 0 0.70 x 2 0.7 x 7500 5250 mm beff1 0.2 x 2975 0.1 x 5250 lt 0.2 x 5250 lt 2975 1120 lt 1050 lt 2975 1050 mm bw 2000 mm bf2 0.2b2 0.1 0 lt 0.2 0 lt b2 where beff2 0.2 x 3725 0.1 x 5250 lt 0.2 x 5250 lt 3725 1270 lt 1050 lt 3725 1270 mm b 1050 2000 1270 4320 mm assuming 10 mm link and H25 in span fck 30 K 393.2 x 106 4320 x 2522 x 35 0.041 By inspection, K lt K' .'. section under-reinforced and no z d 2 1 1 - 3.53K 05 lt 0.95d 252...
Limit states
The following ultimate limit states ULS should be satisfied for geotechnical design they each have their own combinations of actions. For an explanation of Eurocode terminology please refer to Chapter 1, originally published as Introduction to Eurocodes5. EQU Loss of equilibrium of the structure. STR Internal failure or excessive deformation of the structure or structural member. GEO Failure due to excessive deformation of the ground. Loss of equilibrium due to uplift by water pressure. HYD...
Design for beam shear support A
VEd 646 - 350 2 0.689 x 1.35 x 46.0 1.5 x 63.3 646 - 0.864 x 157.1 Check maximum shear resistance v 0.6 1 - fck 250 0.6 1 - 30 250 0.528 fd 30 1.5 20.0 MPa 0 angle of inclination of strut. 0.5 sin-1 vEd2 0.20 fCk 1 - fCk 250 gt cot-12.5 where VEd bz VEd b x 0.9d 510.3 x 103 350 x 0.9 x 689 2.35 MPa 0 0.5 sin-1 2.35 0.20 x 30 1 - 30 250 gt cot-12.5 0.5 sin-1 0.445 gt cot-12.5 0.5 x 26.4 gt 21.8 21.8 1.0 x 350 x 0.90 x 689 x 0.528 x 20.0 2.5 0.4 790 kN lt 6.2.3 amp NA gt lt 6.2.3 1 gt lt 6.2.3 3...
Analysis Eer
MEd 1.25 x 30.2 x 0.090 1.5 x 11.5 x 0.100 x 6.02 MEd 50.8 x 0.106 x 6.02 193.8 kNm Shear force VAB 0.45 x 6.0 x 50.8 137.2 kN VAB 0.63 x 6.0 x 50.8 192.0 kN Coefficients for use with beams See Concise EC2 Table 15.3 Coefficients for use with beams See Concise EC2 Table 15.3 For beams and slabs, 3 or more spans. They may also be used for 2 span beams but support moment coefficient 0.106 and internal shear coefficient 0.63 both sides. a At outer support '25 span' relates to the UK Nationally...
Table 1
Bending moment coefficients for flat slabs End support slab connection First Interior Interior End End End End support span support span G.GB6FI -G.G4FI G.G7SFI -G.GB6FI G.G63FI 1 Applicable to slabs where the area of each bay exceeds 30 m2, Qk, lt 1.25 Gk and qk lt 5 kN m2 2 F is the total design ultimate load, l is the effective span 3 Minimum span gt 0.85 longest span, minimum 3 spans 4 Based on 20 redistribution at supports and no decrease in span moments Whichever method of analysis is...
Minimum area of reinforcement
The minimum area of longitudinal reinforcement in the main direction is As,m 0.26 ctm bt d fyk but not less than 0.0013b d see Table 6 . The minimum area of a link leg for vertical punching shear reinforcement is 1.5ASw,min M gt 0.08 which can be rearranged as Asw,min gt Sr.St F where sr the spacing of the links in the radial direction st the spacing of the links in the tangential direction F can be obtained from Table 10
Design values of actions
The design value of an action Fd that occurs in a load case is partial factor for the action according to the limit state under consideration. Table 2.6 indicates the partial factors to be used in the UK for the combinations of representative actions in building structures. yFk may be considered as the representative action, Frep, appropriate to the y a factor that converts the characteristic value of an action into a representative value. It adjusts the value of the action to account for the...
Check biaxial bending 1
MEd2 MRd2 a MEdy MRdy a lt 1.0 lt ck 5180 x 500 3502 x 30 imperfections need to be taken into account in one direction only. 0.162 x 3503 x 30 208.4 kNm 3502 x 0.85 x 30 1.5 5180 x 500 1.15 2082.5 2252.2 4332.7 kN NEd NRd 1722.7 4332.7 0.40 a 1.25 159.7 208.4 125 114.5 208.4 125 0.72 0.47 For Asfyk bhfCk 6432 x 500 3502 x 30 159.7 245.7 125 114.5 245.7 125
Load arrangements according to the UK National Annex
In building structures, any of the following sets of simplified load arrangements may be used at ULS and SLS See Figure 2.7 . lt 5.1.3 amp NA gt a alternate spans carrying yGGk YqQ with other spans loaded with yGGk and b any two adjacent spans carrying ycGk yQQk with other spans loaded with yGGk. a alternate spans carrying yGGk yQQj lt with other spans loaded with yGGk and b all spans carrying yGGk yQQi lt . Or, for slabs only, all spans carrying yGGk yGGk, provided the following conditions are...
Deflection Isf
Eurocode 2 has two alternative methods of designing for deflection either by limiting span-to-depth ratio or by assessing the theoretical deflection using the Expressions given in the Eurocode. The latter is dealt with in detail in Chapter 8, originally published as Deflection calculations7. The span-to-depth ratios should ensure that deflection is limited to span 250 and this is the procedure presented in Figure 3. The Background paper to the UK National Annex8 notes that the span-to-...
Grillage analogy
The Eurocode gives further advice on the equivalent frame method in Annex I and designers used to BS 8110 will find this very familiar. Once the bending moments and shear forces have been determined, the following guidance can be used for the design of flat slabs. This chapter is taken from The Concrete Centre's publication, How to design concrete structures using Eurocode 2 Ref. CCIP-006 This chapter is taken from The Concrete Centre's publication, How to design concrete structures using...
Check stability
Assume base extends 0.3 m beyond either end of wall A, i.e. is 5.0 m long and is 1.2 m wide by 0.9 m deep Overturning moments Mk 0.51 x 17.2 x 14.1 x 14.1 2 1.5 1057.5 Global imperfections see Figure 6.7 Mk 0.51 x 8.5 x 14.7 11.2 x 11.4 8.1 4.8 1.5 0.51 x 125.0 11.2 x 25.8 0.51 x 414.0 211 kNm lt BS EN 1990 Table A1.2 A amp NA gt Mk 1021.0 5.0 x 1.2 x 0.9 x 25 0 x 225.1 x 0.3 2.2 2890 kNm fn Ya1Qk1 YasupGk 1.5 x 1057.5 1.1 x 211.0 1818.4 kNm Restoring moment fn yG.infGk 0.9 x 2890 2601 kNm i.e....
Worked Examples for Eurocode
All advice or information from The Concrete Centre is intended for those who will evaluate the significance and limitations of its contents and take responsibility for its use and application. No liability including that for negligence for any loss resulting from such advice or information is accepted by the Concrete Centre or their subcontractors, suppliers or advisors. Readers should note that this is a draft version of a document and will be subject to revision from time to time and should...
Heavily loaded Lbeam
This edge beam supports heavy loads from storage loads. The variable point load is independent of the variable uniformly distributed load. The beam is supported on 350 mm square columns 4000 mm long. ck 30 MPa yk 500 MPa. The underside surface is subject to an external environment and a 2 hour fire resistance requirement. The top surface is internal subject to a 2 hour fire resistance requirement. Assume that any partitions are liable to be damaged by excessive deflections.
Eurocode
Eurocode 1 supersedes BS 6399 Loading for buildings6 and BS 648 Schedule of weights of building materials7. It contains within its ten parts see Table 8 all the information required by the designer to assess the individual actions on a structure. It is generally self-explanatory and it is anticipated the actions to be used in the UK as advised in the UK National Annex will typically be the same as those in the current British Standards. The most notable exception is the bulk density of...
Flexural design span BC 1
bef 0.2b1 0.110 lt 0.2 I0 lt b1 where Assuming beams at 7000 mm cc 7000 - 350 2 3325 mm l0 0.85 x l1 0.85 x 8000 6800 mm beff1 0.2 x 3325 0.1 x 6800 lt 0.2 x 6800 lt 3325 1345 lt 1360 lt 3325 1360 mm bw 350 mm befl2 0.2b2 0.110 lt 0.2 I0 lt b2 where assuming 10 mm link and H32 in span fck 30 MPa . . K 684 x 106 1710 x 6892 x 30 0.028 By inspection, K lt K' .'. section under-reinforced and no lt Appendix A1 gt z d 2 1 1 - 3.53K 05 lt 0.95d lt Appendix A1 gt 689 2 1 0.95 lt 0.95 x 689 672 gt 655...
Assumptions Eurocode
Design and construction will be undertaken by appropriately qualified and experienced personnel. Adequate supervision and quality control will be provided. Materials and products will be used as specified. The structure will be adequately maintained and will be used in accordance with the design brief. The requirements for execution and workmanship given in ENV 13670 are complied with. ENV 13670 20 is currently available but without its National Application Document. For building structures in...
Fire resistance
Eurocode 2, Part 1-2 Structural fire design5, gives a choice of advanced, simplified or tabular methods for determining the fire resistance. Using tables is the fastest method for determining the minimum dimensions and cover for beams. There are, however, some restrictions and if these apply further guidance on the advanced and simplified methods can be obtained from specialist literature6 Rather than giving a minimum cover, the tabular method is based on nominal axis distance, a see Figure 1 ....
First order design moments M
Consider grid C to determine Myyin column According to BS EN 1991-1-1 6.3.1.2 11 the imposed load on the roof is category H and therefore does not qualify for reduction factor an. gk 6.0 6.2 2 x 8.5 51.9 kN m qk 6.0 6.2 2 x 8.5 24.4 kN m Assuming remote ends of slabs are pinned, relative stiffness blcdlc3 Llc buAcXc 0.75 b23d233 L23 0.75 b 21 d 21 3 L 21 b breadth d depth L length 2 x 0.54 4.5 0.75 x 6.1 x 0.33 8.6 0.75 x 6.1 x 0.33 9.6 0.0139 0.0278 0.0144 0.0129 0.252 FEM 23 1.35 x 51.9 x...
Flat Slabs Design And Construction Ec2
This example is for the design of a reinforced concrete flat slab without column heads. The slab is part of a larger floor plate and is taken from Guide to the design and construction of reinforced concrete flat slabs 29 where finite element analysis and design to Eurocode 2 is illustrated. As with the Guide, grid line C will be designed but, for the sake of illustration, coefficients will be used to establish design moments and shears in this critical area of the slab. The slab is for an...
Check for punching shear column B
As the beam is wide and shallow it should be checked for punching shear. At B, applied shear force, VFd 569.1 517.9 1087.0 kN Check at perimeter of 400 x 400 mm column P factor dealing with eccentricity recommended value 1.15 VFd applied shear force U control perimeter under consideration. For punching shear adjacent to interior columns u0 2 cx cy 1600 mm d mean d 245 226 2 235 mm vFd 1.15 x 1087.0 x 103 1600 x 235 3.32 MPa v 0.6 1 - fck 250 0.516 fcd accAfck Yc 1.0 x 1.0 x 35 1.5 23.3 vRd,max...
f r
t S EN1990 Tab Is AU, AI-2 amp NA 1 Depending on the magnitude of gk, qk length AB and BC, yGkinf Sk 1.0 gk may be more critical 2 The magnitude of the load combination indicated are those for Exp. 6.10 of BS EN 1990. The worse case of Exp 6.10a and Exp 6.10b may also have been used. 3 Presuming supports A and B were columns then the critical load combination for Column A would be as Figure 2.18. For column B the critical load combination might be either as Figure 2.17 or 2.18._ c...
Effective length
Figure 5 gives guidance on the effective length of the column. However, for most real structures Figures 5f and 5g only are applicable, and Eurocode 2 provides two expressions to calculate the effective length for these situations. Expression 5.15 is for braced members and Expression 5.16 is for unbraced members. In both expressions, the relative flexibilities at either end, k1 and k2, should be calculated. The expression for k given in the Eurocode involves calculating the rotation of the...
Concrete design information
Initially the relevant exposure condition s should be identified. In BS 8500 exposure classification is related to the deterioration processes of carbonation, ingress of chlorides, chemical attack from aggressive ground and freeze thaw see Table 1 . ALL of these deterioration processes are sub-divided. The recommendations for XD and XS exposure classes are sufficient for exposure class XC and it is only necessary to check each face of the concrete element for either XC, XD or XS exposure class....
Figure Qkl
Flow chart for slender columns nominal curvature method Determine Kr from Figure 9 or from Kr nu - n nu - nbat s 1 where n NEd Ac cd , relative axial force NEd the design value of axial force nu 1 w As,est the estimated total area of steel Ac the area of concrete Calculate Ky from Ky 1 B Hef - 1 where Hef the effective creep ratio B 0.35 ck 200 - X 150 L the slenderness ratio. See section on creep page 6 e2 0.1 Kr 0.45d E, 1 where E, elastic modulus of reinforcing steel 200 GPa e2 0.1 Kr 0.45d...
Selected symbols 1
Effective depth to compression reinforcement Design value of concrete compressive strength Characteristic cylinder strength of concrete Mean value of axial tensile strength 0.30 fck2 3 for fck lt C50 60 from Table 3.1, Eurocode 2 Factor to take account of the different structural systems Distance between points of zero moment Limiting value for depth to neutral axis Coefficient taking account of long term effects on compressive strength and of unfavourable effects resulting from the way load is...
Design for biaxial bending
Check MEdz MRdz a MEdy MRdy a lt 1.0 For load case 2 where MRdy moment resistance. Using charts From chart 15.5d, for d2 h 0.20 and Aefyk bhfCk 9648 x 500 500 x 500 x 50 0.39 NEd bhfck 9000 x 103 5002 x 50 MRd 0.057 x 5003 x 50 356.3 kNm lt Concise EC2 Fig. 15.5d gt lt 5.8.3 4 gt Using design actions to Exp 6.10 would have resulted in a requirement for 8500 mm2 500 x 500 x 0.85 x 50 1.5 9648 x 500 1.15 7083 3216 10299 kN NEd NRd 9000 10299 0.87. Interpolating between values given for NEd NRd...
Plain concrete foundations
Strip and pad footings may be constructed from plain concrete provided the following rules are adhered to. In compression, the value of acc, the coefficient taking account of long-term effects applied to design compressive strength see CI. 3.1.6 , should be taken as 0.6 as opposed to 0.85 for reinforced concrete. The minimum foundation depth, hF, see Figure 8 may be calculated from Minimum percentage of reinforcement required CTgd the design value of the ground bearing pressure ctd the design...
Flat slabs Ddn
All advice or information from The Concrete Centre is intended for those who will evaluate the significance and limitations of its contents and take responsibility for its use and application. No liability including that for negligence for any loss resulting from such advice or information is accepted by the Concrete Centre or their subcontractors, suppliers or advisors. Readers should note that this is a draft version of a document and will be subject to revision from time to time and should...
Fire resistance 1
Eurocode 2, Part 1-2 Structural fire design6, gives a choice of advanced, simplified or tabular methods for determining the fire resistance. Using tables is the fastest method for determining the minimum dimensions and cover for slabs. There are, however, some restrictions which should be adhered to. Further guidance on the advanced and simplified methods can be obtained from specialist literature. Rather than giving a minimum cover, the tabular method is based on nominal axis distance, a. This...
Analysis grid line grid similar
Consider grid line 1 as being 9.6 2 0.4 2 5.0 m wide with continuous spans of 6.0 m. Column strip is 6.0 4 0.4 2 1.7 m wide. Consider perimeter load is carried by column strip only. lt 5.1.1 4 gt Edge panel on grid 1 grid 3 similar Edge panel on grid 1 grid 3 similar Permanent from slab gk 5 x 8.5 kN m2 42.5 kN m Variable from slab q k 5 x 4.0 kN m2 20.0 kN m Permanent perimeter load gk 10.0 kN m As before, choose to use all-spans-loaded case and coefficients Ultimate load, n By inspection,...
Design grid line C
d 300 - 30 - 20 2 260 mm Flexure column strip and middle strip, sagging K MEd bd2fck 140.5 x 106 1000 x 2602 x 30 0.069 z d 0.94 z 0.94 x 260 244 mm As MEd fydz 140.5 x 106 244 x 500 1.15 1324 mm2 m p 0.51 Try H20 200 B1 1570 mm2 m Deflection column strip and middle strip, Allowable l d N x K x F1 x F2 x F3 where N 20.3 p 0.51 , fck 30 K 1.2 flat slab F2 1.0 no brittle partitions'1 F3 310 7s where Tsn 500 1.15 x 85 0.3 x 40 16.6 254 MPa or 253 MPa From Concise EC2 Figure 15.3 for Gk Qk 2.1, y 2...
Analysis grid line C
Consider grid line C as a bay 6.0 m wide. This may be conservative for grid line C but is correct for grid line D etc. 9600 - 2 x 400 2 2 x 300 2 9500 mm lt 5.3.2.2 1 gt 8600 - 2 x 400 2 2 x 300 2 8500 mm Check applicability of moment coefficients 8500 9500 0.89 . . as spans differ by less than 15 of lt Concise EC2 Tables 15.2, 15.3 gt larger span, coefficients are applicable. As two span, use table applicable to beams and slabs noting lt Concise EC2 Table 15.3 gt increased coefficients for...
Cover 1
cmin max cminb cmindur 10 mm where cminb 20 mm, assuming 20 mm diam. reinf. cmindur 15 mm for XC1 and using C30 37 Acde, 10 mm Fire For 2 hours resistance, ami 35 mm - not critical lt Exp. 4.1 gt lt 4.4.1.2 3 gt lt Table 4.1 BS 8500-1 Table A4 gt 3.5.3 Load combination and arrangement By Inspection, Exp. 6.10b Is critical. lt Fig. 2.5 gt n 1.25 x 8.50 1.5 x 4.0 16.6 kN m2 lt BS EN 1990 Exp. 6.10b gt Choose to use all-and-alternate-spans-loaded load cases and coefficients . lt 5.1.3 1 amp NA...
Effects of global imperfections in plane of wall A
For medium rise shear walls there are a number of methods of design. Cl. 9.6.1 suggests strut-and- tie see Section xx . Another method ref to Concrete Buildings Design manual is to determine elastic tensile and compression stresses from NEJbi - 6MEd bi2 and determine reinforcement requirements based on those maxima. The method used here assumes a couple, consisting of 1.0 m of wall either end of the wall. The reinforcement in tension is assumed to act at the centre of one end and the concrete...
BS EN Eurocode Actions on structures
Actions are defined in the 10 parts of BS EN 1991 Eurocode 1 Actions on structures'151 BS EN 1991-1-1 2002 Densities, self-weight, imposed loads for buildings BS EN 1991-1-2 2002 Actions on structures exposed to fire BS EN 1991-1-3 2003 Snow loads BS EN 1991-1-4 2005 Wind actions BS EN 1991-1-5 2003 Thermal actions BS EN 1991-1-6 2005 Actions during execution BS EN 1991-1-7 2006 Accidental actions BS EN 1991-2 2003 Actions on structures. Traffic loads on bridges BS EN 1991-3 2006 Cranes and...
Related Standards
BS 8500 Concrete - Complementary British Standard to BS EN 206-12 replaced BS 5328 in December 2003 and designers should currently be using this to specify concrete. Further guidance can found in Chapter 11, originally published as How to use BS 8500 with BS 81102. BS 4449 Specification for carbon steel bars for the reinforcement of concrete22 has been revised ready for implementation in January 2006. It is a complementary standard to BS EN 10080 Steel for the reinforcement of concrete23 and...
Other designdetailing checks Oxs
Aamin 0.26 fctm fyk btd gt 0.0013 btd lt 9.2.1.1 gt The absolute maximum for vRdmax and therefore the maximum value of vEd would be 5.28 MPa when cot 0 would equal 1.0 and the variable strut angle would be at a maximum of 45 . For determination of VRdmax see Section 4.3.10. ft As maximum spacing of links is 294 mm, changing spacing of links would appear to be of limited benefit. Aamin 0.26 x 0.30 x 300666 x 300 x 392 500 366 mm2 Curtailment main bars Bottom curtail 75 main bars 0.081 from end...
Continuous ribbed slabs
This 300 mm deep ribbed slab is required for an office to support a variable action of 5 kN m2 It is supported on wide beams that are the same depth as the slab, as shown in Figure 3.9. One hour fire resistance required internal environment. Ribs are 150 mm wide 900 mm cc. Links are required in span to facilitate prefabrication of reinforcement. Assume that partitions are liable to be damaged by excessive deflections. In order to reduce deformations yet maintain a shallow profile use ck 35 MPa...
BS EN Eurocode Design of concrete structures
Eurocode 2 Design of concrete structures'141 operates within an environment of other European and British standards - see Figure 1.3. It is governed by Eurocode and subject to the actions defined in Eurocodes 1, 7 and 8. It depends on various materials and execution standards and is used as the basis of other standards. Part 2, Bridges, and Part 3, Liquid retaining structures, work by exception to Part 1-1 and 1-2, that is, clauses in Parts 2 and 3 confirm, moderate or replace clauses in Part...
The Eurocode family
This chapter shows how to use Eurocode 21 with the other Eurocodes. In particular it introduces Eurocode Basis of structural design2 and Eurocode 1 Actions on structures3 and guides the designer through the process of determining the design values for actions on a structure. It also gives a brief overview of the significant differences between the Eurocodes and BS 81104, which will be superseded and includes a glossary of Eurocode terminology. The development of the Eurocodes started in 1975...
Vertical loads from wind action moments in plane
Figure 6.3 Lateral stability against wind loads N-S Figure 6.3 Lateral stability against wind loads N-S Check relative stiffness of lift shaft and wall A to determine share of load on wall A. Lift shaft ILs 2.44 12 - 2.04 12 - 0.2 x 1.63 12 1.36 m4 Wall A IwaiiA 0.2 x 4.43 12 . Wall A takes 1.41 1.41 1.36 51 of wind load. Check shear centre to resolve the effects of torsion. Determine centre of reaction of lift shaft ' Includes storeys supporting Categories A residential amp domestic , B office...
Stability and imperfections Crack control
The effects of geometric imperfections should be considered in combination with the effects of wind loads i.e. not as an alternative load combination . For global analysis, the imperfections may be represented by an inclination 0i. a h 2 R , to be taken as not less than 2 3 nor greater than 1.0 a m 0.5 1 1 rn .5 l is the height of the building in metres m is the number of vertical members contributing to the horizontal force in the bracing system. The effect of the inclination may be...
Deflection internal span
Check end span-to-effective-depth ratio Allowable l d N x K x F1 x F2 x F3 where N basic effective depth to span ratio p 0.32 p0 fck05 x 10-3 0.55 . . use Exp. 7.16a N 11 1.5fCk05 Po p 3.2fCk05 Po p- 1 15 11 15 x 30 5x 055 0.32 32 x 3005 055 0.32- 1 15 11.0 14.1 10.7 35.8 K structural system factor 1.5 interior span of continuous slab F1 flanged section factor F2 factor for long spans associated with brittle partitions 1.0 span lt 7.0 m F3 310 ae where fyd x Ae.re, Aapr v x g g 1 S 5C0 1.15 x...
Flexural design support B
At centreline of support M 1394 kNm From analysis, at face of support lt 5.3.2.2 3 gt assuming 10 mm link and H32 in support but allowing for H12 T in slab fck 30 MPa . . K 1315 x 106 350 x 6872 x 30 0.265 for 0.85, K' 0.168 to restrict x d to 0.45, K' 0.167 687 2 1 1 - 3.53 x 0.167 05 687 2 1 0.64 lt 0.95d 563 mm As2 K - K' fckbd2 fsc d - d2 lt Fig. 3.5, Appendix A1 d2 35 10 32 2 61 mm f6C 700 x - d2 x lt fyd where x 2.5 d - z 2.5 687 - 563 310 mm fsc 700 x 310 - 61 310 lt 500 1.15 562 MPa but...
Variable actions wind loads
The procedure for determining wind load to BS EN 1991-1-4 is presented below. This presentation is a very simple interpretation of the Code intended to provide a basic understanding of the Code with respect to rectangular-plan buildings with flat roofs. In general maximum values are given with more information a lower value might be used. The user should be careful to ensure that any information used is within the scope of the application envisaged. The user is referred to more specialist...