Sheet :

Cont'd :

fc' =

fy =

=x + x

=

=x + x =

1) =

Lb = mm wb = mm Ab = cm2 =

= = =

= = <= =

=

2)

The reaction is considered at outer third point of bearing pad.

d =

a) cover =

a = lb*(2/3) + 25 mm = mm d' =

= mm

Vu = +

= x+

x =

b)

Assume mm cover and mm bar stirrups.

af = a + cover + bar stps/2 = mm

:. Effective width flexure = Ewf = Wb + 5af = mm

3)

ØPnb = Ø (0.85fc'Ab) where Ø =

= > Vu =

4)

for fc = 30 mpa Vn (max) = min( 800 * ew * d' , 0.2 *fc' * ew * d' ) = kn

:. ØVn = > Vu =

5)

Avf = Vu / (Ø * fy * µ ) = mm2 / per effective width of Ew. = mm = mm2 / m

where µ =

6) Check for punching shear

Vups = 4 * Ø * fc^0.5 * ( Wb + 2Lb + 2de ) * de where Wb = mm Ø =

= kn > Vu = Lb = mm

de = mm (assumed)

7)

Nu = max ( 0.2Vu , T ) = kn

An = Nu / Ø fy = mm2 / per effective width of mm = mm2 / m

8)

Mu = Vu * af + Nu * (d - de) = kn.m find Af using conventional flexural design methods. For beam ledges

Af = mu / Ø fy jd = mm = mm2 / m use jd = 0.8 and

Ø = 0.85.

9)

As = max ( 2 * Avf / 3 + An , Af + An, As(min) ) = mm2 / m As (min) = 0.04 * ( fc / fy ) * b *de

= mm2 / m

10) Ah = 0.5 ( As - An ) = mm2 / m

try mm dia bar ar = mm2 = use Ø @ c/c

mm2 / per effective width of Ew. =

0.85

821

(reinforcement within 2/3 d and close top As)

12 125 ok

(11.9.5)1346

400

200

(11.7.4.3)

Determine Shear friction reinforcement.

1564 1514

763.08

1.4

ok

165.08

14421184

40

kn ok

(10.17.1)

763 kn

1.4 363 1.7 150

1.4 * Pdl 1.7 * Pll

(9.3.2.4)

0.7

208

For flexure : critical section is at c/l of hanger r/f (Av)

1442

Check concrete bearing strength.

40

4.99525

mpa410

mm

Beam reactions (service load)

kn

Pll

T

763 kn

500

kn

kn

Depth

65

150512.92 kn

Determine Shear Span and effective widths for both shear and flexure

1.4 363 1.7 150

12.917

mpaDesign of Beam Ledge as per ACI 318M-

95

( 9.2.1)

mpaAllowable Bearing Capacity

For shear friction

158

Effective width = Ew = Wb + 4a 1033

460

mm

mm

363

Pdl Pll

Check Bearing pad size :

400200

725

Bearing Capacity of plate not ok399.62 kn

psi

Prepared by :

A B Quadri 7/17/20117/17/20117/17/20117/17/2011

Date :

note : enter data in blue cells only.

Verified by :

30

A B Quadri

Project :

Subject :

12 113 217 mmmax spacing Smax

Check effective ledge section for maximum nominal shear transfer strength Vn

1428.00

2228.46

Determine flexural reinforcement : - Af

153

Determine reinforcement to resist direct tension (Nu) : - An

ok

1223.81

(11.9.3.2.1)kn 763.08 kn

438

kn

1033

(11.7.4.1)

Prep By : A B Quadri- Abq Consultants - 9959010210 - em-abquadri@yahoo.com-12-2-826/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com

Abq Consultants Abq Consultants Abq Consultants Abq Consultants Job No. : J-1023J-1023J-1023J-10231 of 34

Civil & Structural Design EngineersRevision Notes :

Calculation sheet

Total dead load + live load (service)

Total dead load + live load (ultimate)

1.0 363 1.0 150 513 kn

Determine Shear reinforcement :- Ah 521

kn

350 kn

sw of ledge

Total Pdl

Pdl800

Determine primary tension reinforcement :- As

1346

1442 304

460

763 kn

2622

20

Sheet :

Cont'd :

11) As = mm2 / m

try mm dia bar ar = mm2 max spacing Smax = mm use Ø @ c/c

12) Av = Vu * s / ( Ø * fy * S ) = mm2 For s = c/c and S = c/c

For serviceability : Av = ( V / 0.5 * fy ) * ( s / ( Wb + 3 * af )) = mm2 (governs) :. Av = mm2

s = stirrup spacing

S = Support Spacing

use Ø @ c/c

Bw- beam width

Bearing pad

x x

Main Reinforcement

Ø

Horizontal Reinforcement

Ø

Vertical Reinforcement

Ø

Reactions on Main Beam due to Ledge load

=

Kn

Kn.m

Kn

Kn.m

182

ok

Check required area of hanger reinforcement : 125 1500

M (dl+ll - ultimate) = 209

Bw -width of beam

not ok20

Prepared by : Date :

Abq Consultants Abq Consultants Abq Consultants Abq Consultants Job No. : J-1023J-1023J-1023J-1023

201

Final Ledge reinforcement 125

16

note : sufficient stirrups for combined shear and torsion must be provided for

global effects in the ledge beam :

125

Determine final size and spacing of ledge reinforcement 1346

Verified by :Civil & Structural Design Engineers

Revision Notes :

A B Quadri

Project :

Subject :

149 16

357 357

Calculation sheet

Beam Ledge dimension and reinforcement datails

20 125 c/c@

12 @ 125

12 @ 100

125

500

125

250 min

200 L 400 W t

Thickness of bearing pad as per

manufacturers recommendations.

1 of 34

A B Quadri 7/17/20117/17/20117/17/20117/17/2011

230

513V (dl+ll - service) =

V (dl+ll - ultimate) = 763

M (dl+ll - service) = 140

1033

Prep By : A B Quadri- Abq Consultants - 9959010210 - em-abquadri@yahoo.com-12-2-826/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com

max1033