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Visit Abqconsultants.comThis program Designs andOptimises Flat Slab Column Connections as Per Aci 352-4-R89 - 5Written and programmed byA B [email protected]@gmail.com99590102109959010212
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Sheet :
Cont'd :
Design of an interior connection with shear capital 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 H
E
Data : x D
A column
x
C
slab B
mm
F G
L1= m
Vu = L1 * * U = * *
= Kn = kips
TypeTypeTypeType IIII connectionconnectionconnectionconnection
Prepared by : Date :
6u6u6u6u Job No. : J-1023J-1023J-1023J-10231 of 34
A B Quadri9/30/20139/30/20139/30/20139/30/2013
Verified by :
CALCULATION
Ref codes
ACI 318-08-
ACI 421.1R-99
ACI 352.1 R-89
Calculation Sheet Revision Notes :
A B Quadri uyu
Project : Animal Feed Factory
Subject : Design of Flat Slab Column connections as per Aci 352-1-R89
60191 psi
12
20
Shear capital 305 mm thk
1220 1220
Strength of concrete fc 27.7 Mpa 4018 psi
Self Wt of slab 4.80 Kn/m2 100 psf 1220
6.10
Dead Load DL 1.00 Kn/m2 21 psf C1
C2610 610
thickness of slab ts 200 mm 8 in
Strength of reinforement fy 415 Mpa
shear failure plane at d/2 from shear capital.
Total DL 6.80 Kn/m2 142 psf
Finishes 1.00 Kn/m2 21 psf 200
Live Load LL 2.00 Kn/m2 42 psf
Slab Length L1 6.10 m 20.01 ft 6.10
Slab Length L2/2 6.10 m 20.01 ft L2/2 6.10 6.10 12.92
Column Size C1 610 mm 24.02 in 480.75 108.17
Column Size C2 610 mm 24.02 in
Shear Capital size SC1 1220 mm 48.03 in
Shear Capital size SC2 1220 mm 48.03 in
Thickness of drop td 305 mm 12.01 in
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
9959010210
9959010211
TypeTypeTypeType IIII connectionconnectionconnectionconnection
U = * + *
= * + *
= =
Slab reinforcement # bothways
= cover = =
( - ) + ( - - )
( - ) + ( - - )
a)a)a)a) at a distace of (tdeff / 2) from the face of column. Which is within the shear capital. Tdeff = mm
Enter value for = =
= =
34 * 1000
bcd = 2 * [( C1 + dd ) + ( C2 + dd )] = 2 * [( + ) + ( + )]
= mm
= bcd * dd = * = =
= Vcc = 4 √ fc Acld = 4 * ^ * = =
= Φ = * = = Kn
a)a)a)a) Around Shear CapitalAround Shear CapitalAround Shear CapitalAround Shear Capital at a distace of (tseff / 2) from the face of Shear capital. Which is within the slab. Tseff =
Enter value for = =
= =
bcsc = 2 * [( SC1 + ds ) + ( SC2 + ds )] = 2 * [( + ) + ( + )]
= mm
psf
12 mm dia
Design ForcesDesign ForcesDesign ForcesDesign Forces 1.4 TDl 1.7 LL
1.4 6.80 1.7 2.00
Check ShearCheck ShearCheck ShearCheck Shear
Assume Bar dia db = 12 mm 0.4724 in
12.92 kn/m2 271.71
25 mm 0.9843 ineffective depth
tdeff inside drop
= [ 305 25 305mm 10.91 in
2effective depth
tseff inside slab
= [ 200 25 200
25 12 ] 2222 ==== 277
mm 6.77 in2
Around columnAround columnAround columnAround column 277
25 12 ] 2222 ==== 172
kn.m At centroid of slsb critical
sectionaround column 233.81 kips 300.94 kip.in
Vuc 1040 knokokokok
Muc 34
==== 1.2871 in <=<=<=<= 0.2*dd ====Muc
==== mm ==== 32.692 mmVuc 1040
610 277 610 277
3548 139.69 in
55.4 mm ==== 2.1811 intherefore ignore moment transfer
in2
Vnc 4018 0.5 1523 386 kip
Acld 3548 277 982796 mm2 1523.34
1718 Kn
Vec Vnc 0.85 386 328.29 kip 1460
mm
around column 224.82 kips 0.00 kip.in
1.0 okokokokVec 328.29
172
Vusc 1000 knokokokok
Muc
Vuc=
233.81= 0.7122 <<<<
1220 172 1220 172
5568 219.21 in
0 kn.m At centroid of slsb critical
section
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/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
9959010210
9959010211
Sheet :
Cont'd :
therefore Cv =
= * ds = * = =
= = 4 √ fc = 4 * ^ * = =
= * = * = = Kn
= * = * = = Kn
Reinforcement details
Provide slab flexural steel to resist total slab moments as per AC1 318
No rquirements for moment transfer.
Provide structural integrity reinforcement as per section 5.3.1
and as illustrated in previous examples.
Check moment transferCheck moment transferCheck moment transferCheck moment transfer :- bm = c2 + 2 * c1 = + 2 *
= =
Φ = Φ p bm d² 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 Quadri
Verified by : 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
CALCULATION
bcsc====
5568==== 32.37
0.75 ( Table 4.1 )
ds 172
1484.43 in2
Vnsc Vcsc Aclsc 4018 0.5 1484 376 kip
Aclsc bcsc 5568 172 957696 mm2
1674 Kn
Vnsc Cv Vnc 0.75 376 282.27 kip 1256-- Strength Modification factors Cv for
basic shear strengthVec 0.85 Vnsc 0.85 282 239.93 kip 1067
1.0 okokokokVec 239.93
610 610
Vuc=
224.82= 0.937 <<<<
bm 1830 mm 72.05 in
Mn Mu 34 kn.m 301
in2
6 12 1830 mm 72.05
kip.in
.: percentage of reinforcement required = 0.001809 0.1809371
0.001809 1830 172 570 mm2 0.879
in
305.: 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) = * =
* ^
= in =
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 =
50 4018 0.5
8.973 228 mm
305
0.75 172
129
60191 0.472 5.08 in
20.01
1000 0.85 60.191
2.090 in2 1348 mm2
19.04 kn/m2 400.42 psf
400.42 20.01
mm2 OkOkOkOk
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India.-www.abqconsultants.com
4 25
1963 mm2 >>>> 1348
