two way slabs
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Example Pg. 1
1. SLAB-003
Two-way slab
(EC2 EN1992-1-1:2004, EC0 EN1990-1-1:2002, )
Concrete-Steel class: C25/30-B500C (EC2 3)
Environmental class : XC1 (EC2 4.4.1)
Concrete cover : Cnom=15 mm (EC2 4.4.1)
Concrete weight : 25.0 kN/m
F V (EC2 Table 2.1N)IFG FFIFNF [ 03D (EC2 3.1.6)I\G I\NV 03D (EC2 3.2.7)
1.1. Dimensions and loads
Slab thickness h=0.180 m, Spans Lx=3.600 m, Ly=4.500 m
Slab loads: dead g=(4.50+0.80)=5.30 kN/m, live q=2.00 kN/m
3DUWLDOVDIHW\IDFWRUVIRUDFWLRQV* 4 (EC0 Annex A1)&RPELQDWLRQRIYDULDEOHDFWLRQV Effective depth of cross section d=h-d1, d1=Cnom+/2=15+10/2=20mm, d=180-20=160mm
Method of analysis: Czerny F., "Tafeln fur vierseitig und dreiseitig gelagerte
Rechteckplatten", Beton Kalender 1983, Berlin, Ernst Sohn, 1983
Ly/Lx=4.500/3.600=1.25, Table 2.2.2
1.2. Ultimate limit state (ULS), design for bending (EC2 EN1992-1-1:2004, 6.1, 9.3.1)
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1.2.1. Direction of slab analysis x-x, Lx=3.60 m
Moment at support MedsupA=0 kNm/m
Moment at support MedsupB=(1.35x5.30+1.50x2.00)x3.600/9.90=-13.29 kNm/m
Moment at span Medspan=(1.35x5.30+1.50x2.00)x3.600/23.40= 5.62 kNm/m
Reactions dead, VgA= 5.30x3.600/2.40= 7.95 VgB= 5.30x3.600/1.62=11.78 kN/m
Reactions live, VqA= 2.00x3.600/2.40= 3.00 VqB= 2.00x3.600/1.62= 4.44 kN/m
1.2.2. Direction of slab analysis y-y, Ly=4.50 m
Moment at support MedsupA=MedsupB=0 kNm/m
Moment at span Medspan=(1.35x5.30+1.50x2.00)x3.600/50.30= 2.62 kNm/m
Reactions dead, VgA= 5.30x3.600/2.50= 7.63 VgB= 5.30x3.600/2.50= 7.63 kN/m
Reactions live, VqA= 2.00x3.600/2.50= 2.88 VqB= 2.00x3.600/2.50= 2.88 kN/m
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Example Pg. 2
1.3. Ultimate limit state (ULS), design for bending (EC2 EN1992-1-1:2004, 6.1, 9.3.1)
0HG N1PPG PP.G [G FV NV As= 0.82cm/m0HG N1PPG PP.G [G FV NV As= 0.41cm/m0HG N1PPG PP.G [G FV NV As= 1.96cm/m
Minimum slab reinforcement, As>=0.26bdfctm/fyk, (As= 2.03cm/m) (EC2 9.3.1)
minimum principal reinforcement 10/38.5( 2.04cm/m), secondary 8/24.5( 2.05cm/m)
Span reinforcement: x-x 10/38.5( 2.04cm/m), (bottom layer) y-y 10/38.5( 2.04cm/m)Reinforcement over supports: Left 8/45.0( 1.12cm/m) Right 10/38.5( 2.04cm/m) Bottom 8/45.0( 1.12cm/m) Top 8/45.0( 1.12cm/m)
1.4. Ultimate limit state (ULS), Design for shear (EC2 EN1992-1-1:2004, 6.2, 9.2.2)
Maximum shear forces at distance d from support face maxV=21.75 kN/m
Shear capacity without shear reinforcement Vrdc (EC2 6.2.2)
9UGF >&UGFNIFN NFS@EZG (EC2 Eq.6.2.a)9UGF! YPLQNFSEZG (EC2 Eq.6.2.b)&UGF F IFN 03DEZ PPG PPk=1+(200/d)
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Example Pg. 3
1.5.3. Checking deflections without calculation (SLS) (EC2 EN1992-1-1:2004, 7.4.2)
OG .> IFNR IFNR @ (EC2 Eq.7.16a)IFN 1PP [ R. OG V[OGV 1PPOG [ (EC2 Eq.7.17)leff/d=3.600/0.160=22.50
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Example Pg. 4
1.6. Reinforcing bar schedule
Num type reinforcing bar [mm] items g/m [kg/m]
length[m]
weight [kg]
4080 1 1 12 10 0.617 4.080 30.21
4980 2 1 9 10 0.617 4.980 27.65
2340 3 2 10 8 0.395 2.340 9.24
2480 4 2 12 10 0.617 2.480 18.36
2790 5 2 8 8 0.395 2.790 8.82
2790 6 2 8 8 0.395 2.790 8.82
Total weight [kg] 103.10
4
software by RUNET (c)Xengineer for civil engineering
26/07/2015 10:07:35 PM
BETONexpress
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