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THE FLEXURAL AND SHEAR DESIGN OF DEEP BEAM INPUT DATA fc fy bw (beam width) h (beam hight) conc. Cover L(span cl.to cl) Ln(clear span) q (distriputed load) P(concentrated load) Mu+
30 414 200 3100 50 3710 3051 80000 0 137641
MPa
beam type
MPa
hint:-
mm
1= simple beam
mm
2= continous beam d
3050
mm
kg
a
MM
kg.m
MU-
0 0
mm mm mm kg/m
CALCULATIONS fc'= 24.9 CHECK OF DEEP BEAM ACTION Ln/d 1.00 LEVER ARM LEVER ARM [jd] (simple) LEVER ARM [jd] (continous)
1982 1672
N/mm2 OK OK OK
mm
OK
mm
FLEXURAL DESIGN OF DEEP BEAM (ACI) FLEXURAL REINFORCEMENT As+flex= 1863.8 As- flex= 0.0 CHECK OF MINIMUM REINFORCMENT As+min = 2062.801932 -0 As min = REQUIRED REINFORCEMENT As+= 2062.8 -0.0 As = CHOSEN REINFORCMENT AS+= -As =
7 0
mm2 mm2 mm2 mm2 mm2 mm2 Φ Φ
20 25
DISTRIBUTION OF POSITIVE REINFORCMENT y= mm 589.5 DISTRIBUTION OF NEGATIVE REINFORCMENT As1As2-
0 0
y1=(0.2h)=
620
y2=(0.6h)=
1860
SHEAR DESIGN OF DEEP BEAM (ACI) X=
1
CRITICAL SECTION FOR SHEAR TO CALCULATE VU 457.65 mm
kg.m
VU =1.4 V
1565032
N
CHECK THE ULTIMATE SHEAR FORCE N 1724873.203 Vumax=
OK
CALCULATE THE CONCRETE SHEAR STRENGTH VC 2.78 OK (3.5-2.5*Mu/Vud) ρw
0.0036
Vc=
1521947
N
Φ Vc=
1293655
N
646827
N
0.5*Φ Vc=
VC=.5(fc')^0.5*bw*d
DESIGN OF STIRRUPS:CHECK IF Vu<0.5ΦVC
SKIP THE MIN. RFT & CALC0 THE REQ. STIRR.
HORUZONTAL STIRUUPS 125
mm
62.5 choose horizontal stirr. 2legs Φ
mm2
Sh =
Avh-min=
7
VERTICAL STIRRUPS Sv = Av-min=
CHECK OF S max 300
mm
90
mm
choose vertical stirr. 2legs Φ
OK OK
8
calculate the ultimate shear force carried by the stirrups Vs Vs= 16890194.23 Sh(mm) Sv (mm) Vs(chosen) =
150
Φ
10
Avh =
157.08
mm2
150
Φ
10
Av =
157.08
mm2
1322299.44
repeat until Vschosen =Vs
CHECK OF MAXIMUM SPACING OF SHEAR REINFORCEMENT Sv max =
