8/12/2019 9 Design of Flat Slab Column Connections as Per Aci 352-4-R89 23052014 3

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Sheet :

Cont'd :

Design of Corner connection subjected to gravity loading note : enter data in cell marked only

:: Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary

: Shear Reinforcement for Slabs - Reported by Joint ACI-ASCE Committee 421

: Recommendations for Design of SlabColumn Connections in Monolithic Reinforced Concrete Structures

x edge of slab c/l panel

Data : C2 y

Mx

X

My L2/2=

slab

c/ l paneledge of slab L1= m

Type I connection Enter value for =

U = * + * =

= * + *

= = =

Vu = L1 * * U = * * =

= Kn = kips =

=

= cover = =

( - ) + ( - - )

= [ + ] + [ + ] = =

= bc * d = * = =

= Vc = 4 √ fc Acl = 4 * ^ * = =

= Φ Vn = * = =

bm

Check moment transfer :- bm = c1 + c2 = + =

= =

Φ = Φ p bm d fy ( 1 - 1 p ( fy/fc)) >= = =Solving for p we get

p = = %

As required = * * = =

Use nos mm bars @ top within a width of bm = =.: bar spacing = mm c/c

Φ = Φ p bm d fy ( 1 - 1 p ( fy/fc)) >= = =Solving for p we get

p = = %

As required = * * = =

Use nos mm bars @ top within a width of bm = =

.: bar spacing = mm c/c

Prepared by : Date :Abq ConsultantsAbq ConsultantsAbq ConsultantsAbq Consultants Job No. : J-1023J-1023J-1023J-1023

1 of 34

A B Quadri10/20/201110/20/201110/20/201110/20/2011

Verified by :

CALCULATION

Ref codesACI 318-08-

ACI 421.1R-99

ACI 352.1 R-89

Calculation Sheet Revision Notes :

A B Quadri Civil & Structural Design Engineers.

Project : Animal Feed Factory

Subject : Design of Flat Slab Column connections as per Aci 352-1-R89

column 406 406 mm

Strength of concrete fc 25 Mpa 3626 psi

thickness of slab 200 mm 8 in 2.30

Strength of reinforement fy 415 Mpa 60191 psi C1

200 mm thk

Slab Length L1 3.45 m 11.32 ft

Dead Load DL 5.50 Kn/m2 115 psf

Live Load LL 2.00 Kn/m2 42 psf

3.45

Column Size C2 406 mm 15.98 in

Slab Length L2/2 2.30 m 7.55 ftColumn Size C1 406 mm 15.98 in

Check Shear 194.73

Vu 89 kn ok Design Forces 1.4 Dl 1.7 LL 20.01

11.1 292.09 kip.in

88.0785

kips

1.4 5.5 1.7 2

11.1 kn/m2 233.44

20

psf Mux

19.82 Muy 22 kn.m

kip.in

33 kn.m

= 200 20 200 20

Assume Bar dia db = 10 mm 0.3937 in

6.99

At centroid of slsbcritical section

L2/2 3.45 2.30

in2

bc 406 177.5 406 177.5 990 mm

10 2 = 177.5 mm

mm 0.7874 in

d

in2

Vn 3626 0.5 272 66 kip

38.96 in2 2

Acl 989.5 177.5 175636.25 mm2 272.24

292 Kn

Vu = 20.01 = 0.359 <

31.97

Ve 0.85 66 55.736 kip 248 Kn

0.75 ok Ve 55.736

in

Mn Mux 33 kn.m 292 kip.in

812 mm

Mux bm 812 mm

406 406

in2

7 10 812 mm 31.97

.: percentage of reinforcement required = 0.003798 0.3798215

0.003798 812 177.5 547 mm2 0.845

Mn Muy 22 kn.m 195 kip.in

in116

Muy

in2

8 8 812 mm 31.97

.: percentage of reinforcement required = 0.002499 0.2499118

0.002499 812 177.5 360 mm2 0.556

in

102

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

. .

3 2 43

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010210010211

8/12/2019 9 Design of Flat Slab Column Connections as Per Aci 352-4-R89 23052014 3

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Sheet :

Cont'd :

Reinforcement Details :- :- Top reinforcement perpendicular to the slab edge spacing < 0.75d = *

= mmDevelopment length of hooks = (fy*db)/(50 √fc) = * =

* ^

= =

Structural integrity reinforcementwb = greater of (1.4D + I .7L) and (2D) = =

As = (2/3)(0.5*Wb*L1*L2) / ( φ fy) = ( 2 ) * ( 0.5 * * * * 2 )

3 *

= =

Use nos mm bottom bars both ways passing through column cage.

As =

mm

x mm

7 # 10Temp & shrinkage

2 # 12

C1+C2 mm

8 # 8

2 # 12

Typical details at discontinuous edges

Prepared by : Date :Abq ConsultantsAbq ConsultantsAbq ConsultantsAbq Consultants Job No. : J-1023J-1023J-1023J-1023

1 of 34

A B Quadri10/20/201110/20/201110/20/201110/20/2011

Verified by : Calculation Sheet Revision Notes :

A B Quadri Civil & Structural Design Engineers.

Project : Animal Feed Factory

5.24 in

50 3626 0.5

Subject : Design of Flat Slab Column connections as per Aci 352-1-R89

CALCULATION

0.75 177.5

133.125

7.871 in 200 mm

11.1 kn/m2 233.44 psf

60191 0.394

0.260 in2 168 mm2

2 12

233.44 11.32 7.55

1000 0.85 60.191

C1+C2 = 812

Column 406 406

226 mm2 > 168 mm2 Ok

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

812.00