THIS PROGRAM WRITED BY:A.R.JAFARI;TEL:09123030170;ALL RIGHTS RESERVED

DESIGN OF RECTANGLE CONCRETE B (ACCORDING TO ACI-99 CODE)

ASSUMPTION:THE BEAM IS RECTINGLE SHAPE&WITHOUT COMPRESSION REINFORCEMENT

INPUT INFORMTION:

180

3000

16.08 (8TOR16)

b= 70 cm

h= 70 cm

d'= 5 cm

### kg-cm

OUTPUT INFORMATION

d=h-d'= 65 cm

0.00467

0.85

0.0217

0.0035 LESS THAN MINIMUM THAT REQUIRED ; NOT GOOD

3E+06 kg-cm >Mu ; OK

f'C= kg/cm2

FY= kg/cm2

AS= cm2

MU=

rmin=14/Fy=

B1=

rmax=0.75*0.85*B1*f"c/Fy*6000/(6000+Fy)=

r=AS/(b.d)=

MMAX=0.9r.Fy.b.d2.(1-0.59r.Fy/f"c)=

THIS PROGRAM WRITED BY:A.R.JAFARI;TEL:09123030170;ALL RIGHTS RESERVED

ASSUMPTION:THE BEAM IS RECTINGLE SHAPE&WITHOUT COMPRESSION REINFORCEMENT

DESIGN OF RECTANGLE CONCRETE B (ACCORDING TO ACI-99 CODE)

ASSUMPTION:THE BEAM IS RECTANGLE SHAPE&WITH COMPRESSION REINFORCEMENT

INPUT INFORMTION:

250

4000

26.95 (TENSION REINFORCEMENT)

4.62 (COMPRESSION.N REINFORCEMENT)

b= 25 cm

h= 50 cm

d'= 6 cm

d''= 6 cm

3E+06 kg-cm

OUTPUT INFORMATION

d=h-d'= 44 cm

0.85

0.00232

4000

0.0245

0.0227

0.0245

0.0042

Mn=A's.Fy(d-d'')+(As-A's).Fy[d-(As-A's)Fy/(1.7*f'c.b)]

4E+06 kg-cm

3E+06 kg-cm >Mu ; OK

f'C= kg/cm2

FY= kg/cm2

AS= cm2

A'S= cm2

MU=

B1=

v'sb=.003-d''/d(.003+vy)=

f'sb=MIN(Fy;ES.vsb)=

rmax=0.75*0.85*B1*f"c/Fy*6000/(6000+Fy)+r'.f'sb/fy=

rmin=r'+0.85*B1*.003/(.003-vy)*d''/d*f'c/fy=

r=AS/(b.d)=

r'=A'S/(b.d)=

Mn=

MUMAX=0.9Mn=

DESIGN OF ((T)) CONCRETE B (ACCORDING TO ACI-99 CODE)

ASSUMPTION:THE BEAM IS ((T)) SHAPE

INPUT INFORMTION:

200

4000

48 (TENSION REINFORCEMENT)

25 cm

70 cm

h= 75 cm

d'= 10 cm

t= 15 cm

3E+06 kg-cm

OUTPUT INFORMATION

d=h-d'= 65 cm

0.85

16.1 >t SECTION ACT AS A ((T)) BEAM

Asf=0.85f'c(bE-bw).t/Fy= 28.69 cm2

sf.Fy(d-t/2)+(As-Asf).Fy.[d-(As-Asf).Fy/(1.7.f'c.bw)= 1E+07 kg-cm

1E+07 >Mumax OK

0.030

0.0295 not good

5.6875 <As OK

f'C= kg/cm2

FY= kg/cm2

AS= cm2

bW=

bE=

MUmax=

B1=

a=AS.Fy/(0.85f'c.bE)=

Mu=

r=AS/(bW.d)=

rmax=0.75*(rb+rf)=0.75*0.85*b1.f'c/Fy*.003/(.003+vy)+0.75rf=

ASMIN=14/Fy*bw.d= cm2

DESIGN OF ((T)) CONCRETE BE (ACCORDING TO ACI-99 CODE)

ASSUMPTION:THE BEAM IS ((T)) SHAPE&WITH COMPRESSION REINFORCEMENT

INPUT INFORMTION:

250

4000

40 cm

20 cm

h= 40 cm

d'= 6 cm

d"= 6 cm

t= 10 cm

3E+06 kg-cm

OUTPUT INFORMATION

d=h-d'= 34 cm

0.85

CALCULATE MAXIMUM MOMENT THAT SECTION WITHOUT COMPRESSION REINFORCING BEARS

20.4 cm

17.3 cm

26.22 19.67

a= 14.25 cm

1821216 kg-cm <Mumax REQUIRE TO COMPRESSION REINFORCING

umax= Mu!+Mu2 Mu2= 1E+06 kg-cm

v 's=.003*(x-d'')/x= 0.00193

f's= 3853 kg/cm2

A's=Mu2/[0.9*f's.(d-d''')]= 12.71 cm2 COMPRESSION REINFORCING

As1=Mu2/[0.9*fy.(d-d''')]= 12.24 cm2

As=Asmax+As1= 31.91 cm2 TENSILE REINFORCING

f'C= kg/cm2

FY= kg/cm2

bW=

bE=

MUmax=

B1=

xb=d*.003/(.003+vy)=

ab=B1.xb=

Asb.Fy=0.85f'c.(AREA OF STRESS BLOCK)

Asb= cm2 Asmax=0.75*Asb= cm2

MU1=

DESIGN OF RECTANGLE CONCRETE BEAMS FOR SHE (ACCORDING TO ACI-99 CODE)

ASSUMPTION:THE BEAM IS RECTANGLE SHAPE&SHEAR BARS IS VERTICAL

INPUT INFORMTION:

200

4000

0.89 TOTAL AREA OF SHEAR REINFORCEMENT

S= 10 cm DISTANCE BETWEEN SHEAR REINFPRCEMENTS

b= 25 cm

h= 40 cm

d'= 4.5 cm

15283 kg

0 kg AXIAL LOAD

OUTPUT INFORMATION

d=h-d'= 35.5 cm

17980 kg

(FOR COMPRESSIVE AXIAL LOAD)

(FOR TENSILE AXIAL LOAD)

6652 kg

11328 kg

0.089

0.080 >Av/S OK

0.022 v/S OK

0.187 >Av/S OK

0.094 >Av/S

S<60cm OK

S<d/2 OK

f'C= kg/cm2

FY= kg/cm2

AV= cm2

VU=

NU=

(NU FOR COMPRESSIVE LOADS ASSIGN POSITIVE)

Vn=Vu/0.85=

Vn=Vs+Vc

VC=0.53(1+NU/(140Ag)f'C0.5.b.d

VC=0

VC=

VS=Vn-VC=

AV/S>VS/(Fy.d)

AV/S= cm2/cm

VS/(Fy.d)= cm2/cm

MIN AV/S=3.5*b/Fy= cm2/cm

MAX AV/S=2.12f'C0.5.b/Fy= cm2/cm

1.06f'c0.5b/Fy= cm2/cm