RC BEAM DESIGNb=hmin= 300h=hmax= 600

fcu= 30

(1) FLEXURAL MOMENT: fy= 460 fyv= 460

*M(kn-m)= 334 (s.f) No.of Bar Bar Dia As prod.(mm2)

R= 3.68 As singly= 1813 6 25 2945 O.K(mm2)Asnom= 234(mm2)

BR= 20 L(m)= 4MF= 1.10

*dmin= L/BR*MF=182 =< d ? d= 550O.K

(2) FLEXURAL SHEAR:

V(kn)= 67 b= 300 d= 550 As= 2945 Fcu= 30vact(n/mm2)= 0.41 vc= 0.81

As/Svact= 0.30 Bar Type Bar Dia Space c/c A/s prod.

R 6 200 0.28A/sprod.>=As/Sv act? N.O.K

END

RC BEAM DESIGNb=hmin= 300h=hmax= 600

fcu= 30

(1) FLEXURAL MOMENT: fy= 460 fyv= 460

*M(kn-m)= 420 (s.f) No.of Bar Bar Dia As prod.(mm2)

R= 4.63 As singly= 1813 6 25 2945 O.K(mm2)Asnom= 234(mm2)

BR= 20 L(m)= 4MF= 1.00

*dmin= L/BR*MF=200 =< d ? d= 550O.K

(2) FLEXURAL SHEAR:

V(kn)= 67 b= 300 d= 550 As= 2945 Fcu= 30vact(n/mm2)= 0.41 vc= 0.81

As/Svact= 0.30 Bar Type Bar Dia Space c/c A/s prod.

R 6 200 0.28A/sprod.>=As/Sv act? N.O.K

END

TORSIONAL BEAM DESIGNb=hmin= 230 x1= 170

h=hmax= 600 y1= 540

fcu= 25

(1) FLEXURAL MOMENT: fy= 460 fyv= 460

*M(kn-m)= 71 (s.f) No.of Bar Bar Dia As prod.(mm2)

R= 1.02 As singly= 338 2 16 402

O.K

(mm2/m)

Asnom= 179

(mm2/m)

BR= 20 L(m)= 4

MF= 1.57

*dmin= L/BR*MF 127 =< d ? d= 550

O.K

(2) FLEXURAL SHEAR:

V(kn)= 94 b= 230 d= 550 As= 402 Fcu= 25

vact(n/mm2)= 0.74 vc= 0.43

As/Svact= 0.23 Bar Type Bar Dia Space c/c A/s prod.

T 10 100 1.57

A/sprod.>=As/Sv act? O.K

(3) TORSIONAL DESIGN:

1) m= 71 R= 1.02 As= 338

V= 94 v= 0.74 A/s= 0.23

2) T(kn-m)= 34.54

vt = 2t/hmin^2(hmax-hmin/3)= 2.50 n/mm2

3) ultimate torsion shear stresses (n/mm2)

gr.25 gr.30 gr.40 or more

vtmin 0.33 0.37 0.40

vtu 4.00 4.38 5.00

vtmin= 0.33

vt > vtmin ? Yes! Torsional reinf. Is required !

4) (a) v + vt= 3.24 =< ? vtu= 4.00

O.K

(b) y1= 540 =< 550 ? Yes! Check vt =< (vtu.y1/550)?

vt= 2.50 =< (vtu.y1/550)? vtu.y1/550= 3.93

O.K

5) A/s.add=T/0.8*x1*y1*(0.87*fyv)= 1.18 Bar Type Bar Dia Space c/c A/s prod.

TOTAL A/S= 0.23 + 1.18 T 10 100 1.57

= 1.41 A/sprod.>=As/Sv act? OK

6) As.add=(A/s.add)*(fyv/fy)*(x1+y1)= 834 No.of Bar Bar Dia As prod.(mm2)

TOTAL As,req= 338 + 834 TOP 2 16 402

= 1173 MID 2 16 402

BOT 2 16 402

TOT. AS= 1206 As.prod.>=As.req? O.K

END

CURVED BEAM DESIGN (Uniform Load)

The analysis

b= 300 mm

h= 600 mm

r= 20 m @

length= 8.38 m @

@= 12 deg

0.20944 rad cl

w= 35 kn/m(s.f.)

curve beam

h/b= 2

k= 9.72

(1) k4= 0.007 +Mmax @ mid span= 97 kn-m(s.f.)

(2) k5= -0.02 -Mmax @ support= -211 kn-m(s.f.)

@ point of contraflexure, phi1= 0.12

(3) k7= 0.001 +Tmax @ contra pt.= 8 kn-m(s.f.)

(4) k6= -8.47E-05 -Tmax @ support= -1 kn-m(s.f.)

The design

b=hmin= 300 x1= 240

h=hmax= 600 y1= 540

fcu= 30

(1) FLEXURAL MOMENT: fy= 460 fyv= 460

*M(kn-m)= 211 (s.f) No.of Bar Bar Dia As prod.(mm2)

R= 2.32 As singly= 1059 3 25 1473

O.K!

(mm2/m)

Asnom= 234

(mm2/m)

BR= 26 L(m)= 4

MF= 1.25

*dmin= L/BR*MF= 123 =< d ? d= 550

O.K!

(2) FLEXURAL SHEAR:

V(kn)= 147 (s.f) b= 300 d= 550 As= 1473Fcu= 30

vact(n/mm2)= 0.89 vc= 0.65

As/Svact= 0.30 Bar Type Bar Dia Space c/c A/s prod.

T 10 180 0.87

A/sprod.>=As/Sv act? O.K!

(3) TORSIONAL DESIGN:

1) m= 211 R= 2.32 As= 1059

V= 147 v= 0.89 A/s= 0.30

2) T(kn-m)= 8

vt = 2t/hmin^2(hmax-hmin/3)= 0.34 n/mm2

3) ultimate torsion shear stresses (n/mm2)

gr.25 gr.30 gr.40 or more

vtmin 0.33 0.37 0.40

vtu 4.00 4.38 5.00

vtmin= 0.37

vt > vtmin ? No! Torsional reinf. Is NOT required !

4) (a) v + vt= 1.23 =< ? vtu= 4.38

O.K!

(b) y1= 540 =< 550 ? Yes! Check vt =< (vtu.y1/550)?

vt= 0.34 =< (vtu.y1/550)? vtu.y1/550= 4.30

O.K!

5) A/s.add=T/0.8*x1*y1*(0.87*fyv)= 0.18 Bar Type Bar Dia Space c/cA/s prod.

Total A/S= 0.30 + 0.18 T 10 180 0.87

= 0.48 A/sprod.>=As/Sv act? OK!

6) As.add=(A/s.add)*(fyv/fy)*(x1+y1)= 143 No.of Bar Bar Dia As prod.(mm2)

Total Asreq= 1059 + 143 TOP 3 25 1473

= 1202 MID 2 25 982

BOT 3 25 1473

TOT. AS= 3927 As.prod>=As.req? O.K!

Note: Clear distance between bars should

not exceed 300mm.

END

CURVED BEAM DESIGN (Uniform & Point Load)

The analysis (Uniform Load)

b= 300 mm left hand

h= 600 mm

r= 5 m P @

length= 7.85 m @

@= 45 deg right hand

0.785398 rad cl

w= 18.3 kn/m(s.f.)

phio curve beam

h/b= 2

k= 9.72

(1) k4= 0.075 +Mmax @ mid span= 34 kn-m(s.f.) 34

(2) k5= -0.24 -Mmax @ support= -110 kn-m(s.f.) 110

@ point of contraflexure, phi1= 0.38

(3) k7= 0.019 +Tmax @ contra pt.= 9 kn-m(s.f.) 9

(4) k6= -0.025217 -Tmax @ support= -12 kn-m(s.f.) 12

(Uni.load) Along curve beam:

Mmax= 110 kn-m

Tmax= 12 kn-m

Vmax= 72 kn

The analysis (Point Load)

P= 263 kn(s.f.) sin phio= 0.00

phio= 0 deg 0.0000 rad sin 2 phio= 0.00

@= 45 deg 0.7854 rad cos phio= 1.00

r= 5 m sin^2 phio= 0.00

k= 9.72 sin @= 0.71

sin 2 @= 1.00

k1= 0.6669 K1= 0.164 cos @= 0.71

k2= 4.0595 K2= 0.0000 sin^2 @= 0.5

k3= 0.4833 K3= 0.500

k4= 12.78

k5= 0.9667

k6= 0.2776

k7= 0.9667

k8= 0.5553

At Mid-span: Mo= 216 kn-m 216

To= 0 kn-m 0

Vo= 132 kn 132

At left supp: @ phi= 45 deg

M= -312 kn-m 312

T= -40 kn-m 40

V= -131 kn 131

At right sup: @ phi= -45 deg (Pt.load) Along curve beam:

M= -312 kn-m 312 Mmax= 312 kn-m

T= 40 kn-m 40 Tmax= 40 kn-m

V= 132 kn 132 Vmax= 132 kn

The design

(Uni. & Pt.load) Along curve beam:

M total= 422 kn-m

T total= 51 kn-m

V total= 203 kn

b=hmin= 300 x1= 240

h=hmax= 600 y1= 540

fcu= 30

(1) FLEXURAL MOMENT: fy= 460 fyv= 460

*M(kn-m)= 422 (s.f) No.of Bar Bar Dia As prod.(mm2)

R= 4.65 As singly= 2461 6 25 2945

O.K!

(mm2/m)

Asnom= 234

(mm2/m)

BR= 26 L(m)= 4

MF= 0.91

*dmin= L/BR*MF= 170 =< d ? d= 550

O.K!

(2) FLEXURAL SHEAR:

V(kn)= 203 (s.f) b= 300 d= 550 As= 2945Fcu= 30

vact(n/mm2)= 1.23 vc= 0.81

As/Svact= 0.31 Bar Type Bar Dia Space c/c A/s prod.

T 10 100 1.57

A/sprod.>=As/Sv act? O.K!

(3) TORSIONAL DESIGN:

1) m= 422 R= 4.65 As= 2461

V= 203 v= 1.23 A/s= 0.31

2) T(kn-m)= 51

vt = 2t/hmin^2(hmax-hmin/3)= 2.28 n/mm2

3) ultimate torsion shear stresses (n/mm2)

gr.25 gr.30 gr.40 or more

vtmin 0.33 0.37 0.40

vtu 4.00 4.38 5.00

vtmin= 0.37

vt > vtmin ? Yes! Torsional reinf. Is required !

4) (a) v + vt= 3.51 =< ? vtu= 4.38

O.K!

(b) y1= 540 =< 550 ? Yes! Check vt =< (vtu.y1/550)?

vt= 2.28 =< (vtu.y1/550)? vtu.y1/550= 4.30

O.K!

5) A/s.add=T/0.8*x1*y1*(0.87*fyv)= 1.24 Bar Type Bar Dia Space c/cA/s prod.

Total A/S= 0.31 + 1.24 T 10 100 1.57

= 1.55 A/sprod.>=As/Sv act? OK!

6) As.add=(A/s.add)*(fyv/fy)*(x1+y1)= 965 No.of Bar Bar Dia As prod.(mm2)

Total Asreq= 2461 + 965 TOP 6 25 2945

= 3426 MID 2 25 982

BOT 6 25 2945

TOT. AS= 6872 As.prod>=As.req? O.K!

Note: Clear distance between bars should

not exceed 300mm.

END