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1、Click to edit Master title style,Click to edit Master text styles,Second level,Third level,Fourth level,Fifth level,*,Eurocode 4:Design of composite steel and concrete structures,EN1994-1-2:2003,Part 12:General rules,Structural fire design,Annex F informative:,Calculation of moment resistances of pa
2、rtially encased steel beams connected to concrete slabs,1,Content,Design Procedures,Annex A,Stress-strain relationships for structural steel,Basis of Design,Basic requirements,Actions,Material design values,Verification methods,Simple Models,General aspects,Thermal response,Mechanical response,Valid
3、ation,Tabulated data,Partially encased beams,Composite columns,Material Properties,Mechanical&thermal properties,Structural steel,Concrete,Reinforcing steel,General,Advanced Models,Constructional Details,Composite beams,Composite columns,Connections,Annex B,Stress-strain relationships for siliceous
4、concrete,Annex C,Stress-strain relationships for concrete adapted to natural fires,Unprotected/protected composite slabs,Composite beams,Composite columns,Annex E,Moment resistance of unprotected beams,Annex D,Fire resistance of unprotected slabs,Annex F,Moment resistance of partially encased beams,
5、Annex G,Simple models for partially encased columns,Annex H,Simple models for concrete filled columns,Annex I,Planning&evaluation of experimental models,2,F.1 Reduced Cross-Section for,Sagging Moment Resistance,3,F.1(1)Flat slab system,h,h,c,e,w,b,c,b,e,f,b,eff,+,-,x,Compressive stress in concrete,T
6、ensile stress in steel,h,c,h,h,c,fi,f,c,/,M,fi,c,f,ay,/,M,fi,a,f,ay,x,/,M,fi,a,k,r,f,ry,/,M,fi,s,k,a,f,ay,/,M,fi,a,The section of concrete slab is reduced as follows:,regardless fire classes,Standard fire resistance,R30,R60,R90,R120,R180,Slab reduction,h,c,fi,(mm),10,20,30,40,55,Table F.1,4,F.1(2-3)
7、Other slab systems,applies,Joint between precast elements which is unable to transmit compression stress,trapezoidal profiles,transverse to beam,Table F.1,re-entrant profiles transverse to beam,h,c,fi,h,c,fi,min,h,c,fi,h,c,fi,min,prefabricated concrete planks,h,c,fi,h,c,fi,min,h,c,fi,h,c,fi,min,h,c,
8、fi,h,c,fi,trapezoidal profiles,parallel to beam,h,eff,Annex D,For calculation refer to,5,F.1(4)Active width of upper flange(,b,-2,b,fi,),e,w,b,c,b,e,f,f,ay,/,M,fi,a,(,b,2,b,fi,)varies with fire classes.,Yield strength of steel is taken equal to,f,ay,/,M,fi,a,.,Standard fire resistance,Width reductio
9、n,b,fi,of,upper flange,R30,(,e,f,/2)+(,b,b,c,)/2,R60,(,e,f,/2)+(,b,b,c,)/2+10,R90,(,e,f,/2)+(,b,b,c,)/2+30,R120,(,e,f,/2)+(,b,b,c,)/2+40,R180,(,e,f,/2)+(,b,b,c,)/2+60,Table F.2,b,fi,b,fi,6,F.1(5)Web division,e,w,b,c,b,Web is divided into two parts:,h,h,x,Top part,Bottom part,h,l,h,h,l,are given for
10、different fire classes:,For,h,/,b,c,1 or,h,/,b,c,2,For 1,h,/,b,c,2,h,l,is given directly,in,Table F.3,Parameters,a,1,&,a,2,are given in Table F.3,Next,7,Table F.3 Bottom part of web:,h,l,Standard fire resistance,h,/,b,c,1,h,/,b,c,2,a,1,mm,2,a,2,mm,2,h,l,min,mm,a,1,mm,2,a,2,mm,2,h,l,min,mm,R30,3 600,
11、0,20,3 600,0,20,R60,9 500,20 000,30,9 500,0,30,R90,14 000,160 000,40,14 000,75 000,40,R120,23 000,180 000,45,23 000,110 000,45,R180,35 000,400 000,55,35 000,250 000,55,=,h,2,e,f,h,l,min,h,l,h,l,max,e,w,b,c,b,h,h,x,h,l,h,e,f,8,Table F.3 Bottom part of web:,h,l,Standard fire resistance,1,h,/,b,c,2,h,l
12、,min,mm,R30,20,R60,30,R90,40,R120,45,R180,55,=,h,2,e,f,h,l,min,h,l,h,l,max,9,F.1(7-8)Section yield strength,e,w,b,c,h,h,x,h,l,h,The,reduced yield strength depends on distance x:,Bottom web,Top web,f,ay,/,M,fi,a,Standard fire resistance,Reduction factor,k,a,k,a,min,k,a,max,R30,1.12 84/,b,c,+,h/,22,b,
13、c,a,0,0.5,0.8,R60,0.21 26/,b,c,+,h/,24,b,c,a,0,0.12,0.4,R90,0.12 17/,b,c,+,h/,38,b,c,a,0,0.06,0.12,R120,0.1 15/,b,c,+,h/,40,b,c,a,0,0.05,0.10,R180,0.03 3/,b,c,+,h/,50,b,c,a,0,0.03,0.06,a,0,=0.018,e,f,+0.7,e,f,k,a,f,ay,/,M,fi,a,Bottom flange,10,F.1(9)Yield strength of rebars,e,w,b,c,h,Standard fire r
14、esistance,a,3,a,4,a,5,k,r,min,k,r,max,R30,0.062,0.16,0.126,0.1,1,R60,0.034,-0.04,0.101,R90,0.026,-0.154,0.090,R120,0.026,-0.284,0.082,R180,0.024,-0.562,0.076,u,1,3,Yield strength decreases with temperature.,Reduction factor,k,r,depends on fire class&position of rebar:,h b,c,2h,+,b,c,1,2,u,2,3,u,s,11
15、,F.1(11)Shear resistance of web,May be verified using the distribution of the design yield strength according to(7),Resistance of reinforced concrete may be,considered,If,V,fi,d,0.5,V,fi,pl,Rd,12,F.2 Reduced Cross-Section for,Hogging Moment Resistance,13,Fire classes,Position of rebars,F.2 Yield str
16、ength of rebars,Reduction factor,k,s,depends on:,h,b,c,b,e,f,3,b,+,Stress in concrete,Stress in steel,h,fi,-,-,-,u,h,u,l,h,c,Standard fire resistance,Reduction factor,k,s,k,s,min,k,s,max,R30,1,0,1,R60,0.022,u,+0.34,R90,0.0275,u,0.1,R120,0.022,u,0.2,R180,0.018,u,0.26,u,=,u,i,Bottom bars,Top bars,u,=,h,c,-,u,h,Table F.6,14,F.2(2)Upper flange,f,ay,/,M,fi,a,Active width of upper flange:(,b,2,b,fi,)varies with fire classes.,Yield strength of steel is taken equal to,f,ay,/,M,fi,a,.,Standard fire resis
Eurocode 4 Design of composite steel and concrete structures–
