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Visit Abqconsultants.comThis program Designs andOptimises Flat Slab Column Connections as Per Aci 352-4-R89 - 4Written and programmed byA B [email protected]@gmail.com99590102109959010212
Citation preview
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 - [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 :
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 - [email protected]/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 - [email protected]/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