60265204 Design of Rcc Corbel as Per Aci 318 95
3
Sheet : Cont'd : note : enter data in cell ma :Shear Reinforcement for Slabs - Reported by Joint ACI-ASCE Committee 421 : Recommendations for Design of SlabColumn Connections in Monolithic Reinforced Concrete Structures av Vu Vu Vu Vu Data : d h 1 1 Solution : The vertical factored load to be carried is Ah(horizontal stirrups or ties) = * + * = = = 1) Width of Bearing plate(Wb) = = vu <= ¢(Pab) = ¢(0.85fc'Al) where Al = Area of bearing ) Al = Vu / (Ø*(0.85*fc')) = * * * = = Civil & Structural Design Engineers. Design of an Corbel as per Aci 318-95 Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary only 0.5d 250 mm 26357 mm2 1037.67 0.75 in 731.84 Kn 9.84 in ok Vu 1.4 25.00 164.53 Kips 35 548.88 1000 Vu 0.70 0.85 φ = Vn = 123.4 0.75 = (11.8.3.1) Project : Animal Feed Factory CALCULATION Subject : A B Quadri Calculation Sheet As primary reinforcement. Ref codes Bracing plate and Anchor to be welded to reinforcement. ACI 318-08- Strength of concrete fc 35 Mpa 5076 psi Strength of reinforement fy 415 Mpa 60191 psi 300 J-1023 J-1023 J-1023 J-1023 1 of 34 A B Quadri 22/7/2011 22/7/2011 22/7/2011 22/7/2011 Verified by : Revision Notes : Prepared by : Date : Abq Consultants Abq Consultants Abq Consultants Abq Consultants Job No. : mm 11.81 in Service Dead Load Vsdl 231 Kn 52.00 123.4 Kips 548.88 Kn φ = 25.00 Kips 111 Kn Service Live Load Vsll 52.00 Kips Factored Horizontal force Nuc- enter 0 if data not available 0.00 Kips 0.00 Kn Corbel Width bw 1.7 .: Bearing length = = cm .: use Bearing length = .: Bearing plate size = x 2) av > 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. in Length of bearing plate 200 50 2 assumed value , since bar dia is not known 0.08 5076 11.81 d d 15.72 in 399.31 508 mm ok 480 0.5 d 50 mm 250 200 mm 19.69 mm mm mm 19.69 in 500 1.97 20.00 in mm 164.53 1600 11.81 d Nuc 0.2 1.60 0.2 123.20 24.64 Kips Al / Wb 135 4.92 105.43 200 ok 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. mm 133 mm 5.25 in 5.31 in or 125 mm ok mm 164.53 5076 11.81 (clause - 11.8.3.2) in 164.53 d 13.72 24.64 Kips 109.60 Kn 0.2 348.51 in 25.00 52.00 d 109.60 Kn d 8.71 in 221.15 mm 50.0 mm 500
description
ACI RCC Corbel
Transcript of 60265204 Design of Rcc Corbel as Per Aci 318 95
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 Ah(horizontal stirrups or ties)
= * + *
= =
=
1) Width of Bearing plate(Wb) = =
vu <= ¢(Pab) = ¢(0.85fc'Al) where Al = Area of bearing )
Al = Vu / (Ø*(0.85*fc')) = *
* *
= =
Civil & Structural Design Engineers.
Design of an Corbel as per Aci 318-95
Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary
only
0.5d
250 mm
26357 mm2 1037.67
0.75
in
731.84 Kn
9.84 in ok
Vu 1.4 25.00
164.53 Kips
35
548.88 1000
Vu
0.70 0.85
φ=Vn =
123.4
0.75=
(11.8.3.1)
Project : Animal Feed Factory
CALCULATION
Subject :
A B Quadri Calculation Sheet
As primary
reinforcement.
Ref codes Bracing plate and Anchor
to be welded to
reinforcement.
ACI 318-08-
Strength of concrete fc 35 Mpa 5076 psi
Strength of reinforement fy 415 Mpa 60191 psi
300
J-1023J-1023J-1023J-10231 of 34
A B Quadri22/7/201122/7/201122/7/201122/7/2011
Verified by : Revision Notes :
Prepared by : Date :
Abq ConsultantsAbq ConsultantsAbq ConsultantsAbq Consultants Job No. :
mm 11.81 in
Service Dead Load Vsdl
231 Kn
52.00
123.4 Kips 548.88 Kn
φ =
25.00 Kips 111 Kn
Service Live Load Vsll 52.00 Kips
Factored Horizontal force Nuc-
enter 0 if data not available0.00 Kips 0.00 Kn
Corbel Width bw
1.7
= =
.: Bearing length = = cm .: use Bearing length =
.: Bearing plate size = x
2)
av > 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.
in
Length of bearing plate
200 50 2
assumed value , since bar dia is not known
0.08 5076
11.81 d
d 15.72 in 399.31
508 mm ok
480
0.5 d 50
mm
250 200 mm
19.69
mm
mm
mm
19.69 in 500
1.97
20.00 in
mm
164.53 1600 11.81 d
Nuc 0.2 1.60
0.2 123.20 24.64 Kips
Al / Wb
135
4.92
26357 mm2 1037.67 in
105.43 200
ok
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.
mm
133 mm 5.25 in
5.31 in
or 125 mm
okmm
164.53 5076 11.81
(clause - 11.8.3.2)
in
164.53
d 13.72
24.64 Kips 109.60 Kn
0.2
348.51
in
25.00 52.00
d
109.60 Kn
d 8.71 in 221.15 mm
50.0
mm
500
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.
*
*
592.1560191 0.85
Find Af using conventional flexural design method or coservatively use jud = 0.85d
= = 58.70 kip-ft =
mm2= 1.95 in2
Kn.m
21.97 20.00
mm2
24.64
Thus from the above two equation, the total steel area at top of the bracket must not be less than -
mm260191
in2 =0.91820.00
=
704.37
12
123.4 5.31 24.64
58.70 12000
0.75
Ø * ff * fy
=Af = Mu / ( ¢ * fy * ju * d )
79.58
VuAvf =
=123.4 1000
0.75 1.40 60191
Where ff is the friction factor. For monolithic construction - for normal concrete ff = 1.40
= 1259.69
mm
254
21.97 in 558
Check
(11.8.1-a)
10.00 in 254This is >=
20.00ok
5.31av / d < 1 = =
mm
0.266
Prepared by : Date :
Abq ConsultantsAbq ConsultantsAbq ConsultantsAbq Consultants Job No. : J-1023J-1023J-1023J-1023
CALCULATION
A B Quadri Calculation Sheet
Project : Animal Feed Factory
Subject :
1 of 34
Verified by : Civil & Structural Design Engineers. Revision Notes :22/7/201122/7/201122/7/201122/7/2011
A B Quadri
=An =24.64
0.75
1000= 0.546
Nuc
Ø fyin2 = 352.14
mm10.00 in
< 1.00
>= Af + An >= + = =
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 = =
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India.-www.abqconsultants.com
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.
67.73 mm
mm2420
ok
2.67 in
in2
10 mm dia 6 nos bars area = 0.7304 in2 471.24
Ah 0.5 in20.651
1.848 in2 1192 mm2
1.848 0.546
in2 944 mm2
in2 = 1192 mm2
0.918
Avf>=As =
1.95 0.546
= 506
Asmin >=fy
5076 0.5 11.81 20.00
60191
0.839 in2 = 541 mm2nor less than
=
in2
Therefore adopt
20 mm dia 4 nos bars area = 1.9478
20.00
60191= 0.785Asmin >= 200 bw d / fy =
200 11.81
0.546As 1.464
mm2
= 1.848
ok1256.6
Sheet :
Cont'd :
1
1
Concrete grade = 35 MpaConcrete grade = 35 MpaConcrete grade = 35 MpaConcrete grade = 35 Mpa
Width of Corbel = 300 mmWidth of Corbel = 300 mmWidth of Corbel = 300 mmWidth of Corbel = 300 mm
135135135135
270270270270
250 wide X 200 long 250 wide X 200 long 250 wide X 200 long 250 wide X 200 long
X 25 thkX 25 thkX 25 thkX 25 thk
304
304
304
304
508 min 'd' required
508 min 'd' required
508 min 'd' required
508 min 'd' required
574 (Total height)
574 (Total height)
574 (Total height)
574 (Total height)
Steel Grade (Primary and Secondary) = 415 Steel Grade (Primary and Secondary) = 415 Steel Grade (Primary and Secondary) = 415 Steel Grade (Primary and Secondary) = 415
A B Quadri Calculation Sheet
Project : Animal Feed Factory
Subject :
CALCULATION
Prepared by : Date :
Abq ConsultantsAbq ConsultantsAbq ConsultantsAbq Consultants Job No. : J-1023J-1023J-1023J-10231 of 34
A B Quadri22/7/201122/7/201122/7/201122/7/2011
Verified by : Civil & Structural Design Engineers. Revision Notes :
4 / 20 Ø 4 / 20 Ø 4 / 20 Ø 4 / 20 Ø
6 / 10 Ø 6 / 10 Ø 6 / 10 Ø 6 / 10 Ø
5 / 10 Ø5 / 10 Ø5 / 10 Ø5 / 10 Ø
270270270270
0
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
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India.-www.abqconsultants.com
