-
Sheet :
Cont'd :
note : enter data in cell marked
:Shear Reinforcement for Slabs - Reported by Joint ACI-ASCE
Committee 421
: Recommendations for Design of SlabColumn Connections in
Monolithic Reinforced Concrete Structures av VuVuVuVu
Data :
d
h
1
1
Solution : The vertical factored load to be carried is
= * + *
= =
=
1) Width of Bearing plate(Wb) = =
vu 2 * bl /3 = =
Av = bl / 2 + 25 = =
use av = = maximum
3) In absence of roller or low-friction support pad , a
horizontal tensile force of
= * * ( + )
= * = =
.: Adopt Nuc = =
For normal weight concrete .
Check Vn < 0.2fc'bwd - = * * *
(11.8.3.2.1) = =
< (480 + 0.08fc')bwd
= ( + * ) *
*
= =
< 1600 bw d = * *
= =
also >= + ( 25 mm clearance from both sides )
= ( + ) * = =
Therefore max d = =
Adopt d = =
Cover from c/l of r/f to top = = in
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba
talkies, Mehdipatnam , Hyderabad-India.
ok
35603 mm2 1401.68
cm
250 200 mm
Determine shear span 'a' with 25 mm max clearance at beam
end.Beam reaction is assumed at third point of bearing plate, to
simulate rotation of supported Girder and triangular distribution
of stress under bearing pad.
133 mm 5.25 in
in2
Al / Wb 142.41 200 mm
or 125 mm 4.92 in
135 mm 5.31 in ok
170.81 Kn
38.40 170.81 Kn
Nuc 0.2 1.60 45.00 75.00
0.2 192.00 38.4 Kips
Kips
mm
254.00 480 0.08 5802
(clause - 11.8.3.2)
254.00 0.2 5802 15.75 d
15.75 d
d 17.08 in 433.92
d 13.90 in 353.08
mm
254.00 1600 15.75 d
d 10.08 in 256.05 mm
500 mm 19.69 in
19.69 in 500 mm
0.5 d Length of bearing plate 50 mm
200 50 2
20.00 in 508 mm ok
50.0 mm 1.97 assumed value , since bar dia is not known
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Sheet :
Cont'd :
Total depth h = =
If a 45 slope is used then the corbel depth outside of the
bearing area will be =
0.5 d = =
The total shear friction is found from equation
*
* *
The bending moment to be resisted is Mu = Vu * av + Nuc * ( h -
d )
Mu = * + * ( - )
Note : for all design calculations = 0.75 (11.8.3.1)
*
* * *
The Tensi;e force Nuc = kips requires an additional steel
area.
*
*
>= Af + An >= + = =
Prepared by : Date :
Job No. :
Verified by : Revision Notes :
Calculation Sheet
Project :
Subject :
This is >= 10.00 in 254 mm
CALCULATION
21.97 in 558 mm
10.00 in 254 mm
< 1.00 ok (11.8.1-a) 20.00
Avf =Vu Where ff is the friction factor. For monolithic
construction
- for normal concrete ff = 1.40 * ff * fy
Check av / d < 1 =
5.31= 0.266
= 1944.66 mm20.75 1.40 60191
12
=190.5 1000
= 3.01 in2
190.5 5.31 38.40 21.97 20.00
=1088.09
= 90.67 kip-ft
= 1.418 in2 = 914.73 mm2
= 122.94 Kn.m
60191 0.85 20.00
Find Af using conventional flexural design method or
coservatively use jud = 0.85d
Af = Mu / ( * fy * ju * d ) =90.67 12000
0.75
38.40
An =Nuc
=38.40 1000
fy 0.75 60191
Thus from the above two equation, the total steel area at top of
the bracket must not be less than -
As 1.418 0.851 2.268 in2 1464
= 0.851 in2 = 548.79 mm2
mm2
nor less than
2 + An 2 * +
3 3
nor less than
3 * fc' bw d = 3 * ^ * *
* *
As = =
provide = mm2
Closed hoop steel / stirrups or ties Ah having a total area not
less than 0.5(As - An) must be provided. ( 11.8.4)
Thus
= * ( - ) = =
provide = mm2
Spacing between bars = =
Sheet :
Cont'd :
= 1845 mm2
Asmin >=5802 0.5 15.75 20.00
fy
As >=Avf
=3.01 0.851
= 2.860 in2
nor less than
Asmin >= 200 bw d / fy =200
60191
= 1.196 in2 = 771 mm2
675 mm260191
Therefore adopt 2.860 in2 1845 mm2
15.75 20.00= 1.047 in2 =
2.9217 in2 1885 ok
Ah 0.5 2.860 0.851 1.005 in2
20 mm dia 6 nos bars area =
706.86 ok
1.67 in 42.33 mm
648 mm2
10 mm dia 9 nos bars area = 1.0956 in2
11.8.4 - Total area, Ah, of closed stirrups or ties parallel to
primary tension reinforcement shall not be less than 0.5(Asc- An).
Distribute Ah uniformly within (2/3)d adjacent to primary tension
reinforcement.
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba
talkies, Mehdipatnam , Hyderabad-India.-www.abqconsultants.com
Prepared by : Date :
Job No. :
-
11
Concrete grade = 40 MpaConcrete grade = 40 MpaConcrete grade =
40 MpaConcrete grade = 40 Mpa
CALCULATION
Width of Corbel = 400 mmWidth of Corbel = 400 mmWidth of Corbel
= 400 mmWidth of Corbel = 400 mm
250 wide X 200 long 250 wide X 200 long 250 wide X 200 long 250
wide X 200 long
270270270270 X 25 thkX 25 thkX 25 thkX 25 thk
Verified by : Revision Notes :
Calculation Sheet
Project :
Subject :
5 / 10 5 / 10 5 / 10 5 / 10
Steel Grade (Primary and Secondary) = 415 Steel Grade (Primary
and Secondary) = 415 Steel Grade (Primary and Secondary) = 415
Steel Grade (Primary and Secondary) = 415 MpaMpaMpaMpa
0
135135135135
574 (Total height)
574 (Total height)
574 (Total height)
574 (Total height)
304
304
304
304
508 min 'd' required
508 min 'd' required
508 min 'd' required
508 min 'd' required
6 / 20 6 / 20 6 / 20 6 / 20
9 / 10 9 / 10 9 / 10 9 / 10
5y
7y
7yy
0
270270270270
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba
talkies, Mehdipatnam , Hyderabad-India.-www.abqconsultants.com
-
Last Change 4/6/2014-----12:25:12 PM
-
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