Sheet :

Cont'd :

Design of an edge 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

column

edge of slab x mm

mm offset

Data : C2

slab L2/2=

m

L1= m

Vu = L1 * * U = * *

= Kn = kips

TypeTypeTypeType IIII connectionconnectionconnectionconnection Enter value for =

U = * + * =

= * + *

= = =

=

= cover = =

( - ) + ( - - )

= [ + ] + 2 * [ - + ] =

= bc * d = * = =

= Vc = 4 fc Acl = 4 * ^ * = == Vn = * = =

bm

Check moment transferCheck moment transferCheck moment transferCheck moment transfer :- bm = c1 + 2 * [ c2 - ] = + 2 * [ - ]

= =

= 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-10231 of 34

A B Quadri12/30/201112/30/201112/30/201112/30/2011

Verified by :

CALCULATION

Ref codes

ACI 318-08-

ACI 421.1R-99

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

C1

Strength of reinforement fy 415 Mpa 60191 psi 406

ACI 352.1 R-89

406 406

100

Strength of concrete fc 25 Mpa 3626 psi 406

3.50

thickness of slab 200 mm 8 in 200 mm thk MMMM

Slab Length L1 4.50 m 14.76 ft

Dead Load DL 5.50 Kn/m2 115 psf

Live Load LL 2.00 Kn/m2 42 psf

4.50

Column Size C2 406 mm 15.98 in

Slab Length L2/2 3.50 m 11.48 ft

Column Size C1 406 mm 15.98 in

Strength of concrete fc 25 Mpa 3626 psi

Vu

4.50 3.50 11.1

Strength of concrete fc 25 Mpa 3626 psi 174.825 39.34

Column edge offset from edge of c2 100 mm 3.94 in L2/2

175 knokokokok

Design ForcesDesign ForcesDesign ForcesDesign Forces 1.4 Dl 1.7 LL 39.34 kips

At centroid of slsb critical

section

Check ShearCheck ShearCheck ShearCheck Shear 619.58 kip.in

Assume Bar dia db = 12 mm

1.4 5.5 1.7 2

11.1 kn/m2 233.44 psf

0.4724 in 15 mm 0.5906 in

Mu 70 kn.m

mm 7.17 in2

bc 406 182 406 100 182

15 12 ] 2 ==== 182dddd = [ 200 15 2001382 mm

2

Acl 1382 182 251524 mm2 389.86 in2

418 Kn

Ve 0.85 94 79.818 kip 355 Kn

Vn 3626 0.5 390 94 kip

0.75 okokokokVe 79.818

100 406

Vu=

39.34= 0.4929

Sheet :

Cont'd :

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

= mm

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

* ^

= =

Structural integrity reinforcement

wb = greater of (1.4D + I .7L) and (2D) = =

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

3 *

= =

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

As =

Column x

2 # min

2 # min

development length

mm

bm = mm

C1 - Temp & # 16

mm

mm 2 # mm 2 # 12 bars added

Slab thk on each side # 16# mm bars

Prepared by : Date :

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

A B Quadri12/30/201112/30/201112/30/201112/30/2011

Verified by : Calculation Sheet Revision Notes :

A B Quadri Civil & Structural Design Engineers.

Project : Animal Feed Factory

5.37 in

50 3626 0.5

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

CALCULATION

0.75 182

136.5

9.445 in 240 mm

11.1 kn/m2 233.44 psf

60191 0.472

mm2

2 16

233.44 14.76 11.48

1000 0.85 60.191

402 mm2 >>>> 333 mm2 OkOkOkOk

0.516 in2 333

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

1018

406

200 16

11 12

406 406

16

16

C1+4b = 1382