Sheet :

Cont'd :

note : enter data in cell marked

:

: 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

edge of slab columnbc = failure line

Data :

slab L2/2=

L1= m c/l of panel

TypeTypeTypeType IIII connectionconnectionconnectionconnection

U = * + *

>= * ( * + * * )

>= * + *

= cover = =

( - ) + ( - - )

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

Vu = L1 * * U = * *

= Kn = kips

Enter value for =

=

Acl = bc * d = * =

=

= Vc = 4 √√√√ fc Acl

= 4 * ^ *

= =

= Φ Vn = *

= =

Prepared by : Date :Job No. :

Verified by : Calculation Sheet Revision Notes :

Project :

Subject :

c/l

Strength of concrete fc 25 Mpa 3626 psicolumn

CALCULATION

Design of an edge connection subjected to gravity and Wind loading only

Ref codes

ACI 318-08-

Strength of reinforement fy 415 Mpa 60191 psi C1

ACI 421.1R-99

ACI 352.1 R-89

C2

Live Load LL 2.00 Kn/m2 42 psf MxxMxxMxxMxx

2.30

Dead Load DL 5.50 Kn/m2 115 psf 200 mm thk

thickness of slab 200 mm 8 in MyyMyyMyyMyy

7.00

Slab Length L1 7.00 m 22.97 ft

Slab Length L2/2 2.30 m 7.55 ft

Column Size C2 305 mm 12.01 in y

Column Size C1 610 mm 24.02 in

0.5906 in

Design ForcesDesign ForcesDesign ForcesDesign Forces x

1.4 Dl 1.7 LL

WL

0.9 Dl 1.3 WL

Check ShearCheck ShearCheck ShearCheck Shear

0.75 1.4 Dl 1.7 LL 1.7

dddd =[

200 15 200

Assume Bar dia db = 12 mm 0.4724 in 15

mm 7.17 in2

==== 18215 12

]2222

mm

178.71 40.21 Load Combination

Wind directio

n

Vu Kn / (kips)

mm 62.36 in

2

L2/2 7.00 2.30 11.1 LoadingLoadingLoadingLoadingMux

Kn.m / (kips.in)

Muy Kn.m /

(kips.in)

Mubx Kn.m /

(kips.in)

bc 610 182 305 182 1584

01111 1.4 DL + 1.7 LL1.4 DL + 1.7 LL1.4 DL + 1.7 LL1.4 DL + 1.7 LL --

180.14 -64.64 -44.52

Muby Kn.m /

(kips.in)Vu 180 knokokokok

40.47 kips 0.00 -46.67

-35.03

Vn 30.40 -743 -298 690 -310

-413

447 in22222

0.75(1.4 DL + 0.75(1.4 DL + 0.75(1.4 DL + 0.75(1.4 DL + 1.7 LL+1.7WL)1.7 LL+1.7WL)1.7 LL+1.7WL)1.7 LL+1.7WL)

x135.22 -83.96 -33.67 77.97

1584 182 288288 mm2 40.50 -572 -394

154.79 -48.48 -68.93 0.00 -70.74

108 kip 479 Kn 34.80

3626 0.5 4473333

0.75(1.4 DL + 0.75(1.4 DL + 0.75(1.4 DL + 0.75(1.4 DL + 1.7 LL+1.7WL)1.7 LL+1.7WL)1.7 LL+1.7WL)1.7 LL+1.7WL)

y-429 -610 0 -626

Ve 0.85 1084444 0.9 DL + 1.3 WL0.9 DL + 1.3 WL0.9 DL + 1.3 WL0.9 DL + 1.3 WL x

81.40 6.67 -20.00 79.44 -20.91

91.485 kip 407 Kn 18.30 59 -177 703 -185

-15.48

Ve 407 22.10 -257 144 00.75 okokokok 5555 0.9 DL + 1.3 WL0.9 DL + 1.3 WL0.9 DL + 1.3 WL0.9 DL + 1.3 WL y

98.30

-137

Vu=

180= 0.4423 <<<<

-29.04 16.27 0.00

Moment transfer in x-directiott:The maximum transfer moments in the x-direction occur for loading cases (2) and (4). Loading case (4) must he checked hecause it has the larger moment, and loading case (2) must checked because it has the larger shear. Both cases involve biaxial moment transfer. Section 4.2.1.2(c) is followed.

Notes: Mux and Muy are flexural moments in the slab colomn strip. Mubx and Muby are moments transferred to the connection at the eentroid of the slab critical section. For moment in the x-direction, no sign is indicated. For moment in the y-direction values are positive if the,transfer moment tends to place bottom slab steel in tension. V. varies depending on whethn the wind is considered along the pasitive or negative direction of the x- or y-axes. Only the larger value for each load combination is tabulated.

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

Visit

www.abqconsultants.com

This program Designs and

Optimises Flat Slab Column

Connections as per ACI 352-4-

R89-3

Written and programmed by

:-

A B Quadri

www.abqconsultants.com

abquadri@yahoo.com

abquadri@gmail.com

9959010210

9959010211

Sheet :

Cont'd :

Ve >= Vu + α (Mubx + Muby) / bc α = edge connection

Load case 1 Ve = * * ( + ) / = kips = kn

Load case 2 Ve = * * ( + ) / = kips = kn

Load case 3 Ve = * * ( + ) / = kips = kn

Load case 4 Ve = * * ( + ) / = kips = kn

Load case 5 Ve = * * ( + ) / = kips = kn

Note : Muby is taken equal to xero in the preceding because Vu/Vn < 0.75.

U = * + *

= * + *

= = =

=

= cover = =

( - ) + ( - - )

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

= bc * d = * = =

= Vc = 4 √ fc Acl = 4 * ^ * = =

= Φ Vn = * = =

bm

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

= =

Φ = Φ p bm d² fy ( 1 - 0.6 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

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)/(50√fc) = * =

* ^

= =

Prepared by : Date :Job No. : J-1023J-1023J-1023J-1023

1 of 34

A B Quadri

Project : Animal Feed Factory

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

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

Verified by : Calculation Sheet Revision Notes :

CALCULATION

Check each loading case for shearCheck each loading case for shearCheck each loading case for shearCheck each loading case for shear

3.5

40.50 3.5 0 0 62.36 40.50 180.14

307.47

34.80 3.5 0 0 62.36 34.80 154.79

30.40 3.5 690 0 62.36 69.13

Moment transfer in y-direction: The maximum moment transfer in the y-direction occurs under uniaxial moment transfer. According to Section 4.2.1.2(b),effects of moment transfer on shear are ignored because Vu / Ve < 0.75.

Design ForcesDesign ForcesDesign ForcesDesign Forces 1.4 Dl 1.7 LL

256.90

22.10 3.5 0 0 62.36 22.10 98.30

18.30 3.5 703 0 62.36 57.76

1.4 5.5 1.7 2

11.1 kn/m2 233.44 psf

mm15Assume Bar dia db = 12 mm 0.4724 in

Mu 70 kn.mAt centroid of slsb critical

section

619.58 kip.in

0.5906 in

7.17 in2

bc 610 182 305 0 182 1584

12

]2222 ==== 182 mm

mm

dddd =[

200 15 200 15

2

Acl 1584 182 288288 mm2 446.85 in2

479 Kn

Ve 0.85 108 91.485 kip 407 Kn

Vn 3626 0.5 447 108 kip

0.75 okokokokVe 91.485

0 610

Vu=

40.47= 0.4423 <<<<

Mn Mu 70 kn.m 620 kip.in

305 0

bm 1220 mm 48.03 in

in2

11 12 1220 mm 48.03

.: percentage of reinforcement required = 0.005173 0.517

0.005173 1220 182 1149 mm2 1.773

50 3626 0.5

9.445 in 240

in

111

0.75 182

136.5

60191 0.472 5.37 in

mm

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

Sheet :

Cont'd :

Structural integrity reinforcement

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

As = (2/3)(0.5*Wb*L1*L2) / (φfy) = ( 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 Quadri10/20/201110/20/201110/20/201110/20/2011

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

CALCULATION

11.1 kn/m2 233.44 psf

Verified by : Calculation Sheet Revision Notes :

A B Quadri Civil & Structural Design Engineers.

Project : Animal Feed Factory

Subject :

mm2

2 16

233.44 22.97 7.55

1000 0.85 60.191

402 mm2 >>>> 340 mm2 OkOkOkOk

0.527 in2 340

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

1220

610

200 16

11 12

610 305

16

16

C1+4b = 1584