Two Way Slab Design By Direct Design Method
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Input (yellow boxes only)
All Rights Reserved © This excel spreadsheet is produced by ASIF, TURJA and NAIM ( Any Modification without permission is strictly prohibited Dimensions for the slab panel to be designed:
X
Y
0 ft.
0 ft.
Output * Slab thickness
3.5
12 mm-ɸ @ #DIV/0! in. c/c bottom
12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0 ft.
Total weight of steel Total volume of concrete Slab 0 cft Beam 0.291667 cft
#DIV/0! kg
in.
Column strip moment (kip-ft/ft) positive #DIV/0!
12 in. Section X-X
Calculation t DL LL Wu L1 L2 Ln M0 pos M neg M
C bot # C top # M bot # M top # Steel L Steel L wt T wt
3.5 in. 0.06875 ksf 0.04 ksf 0.1465 ksf 0 ft. 0 ft. -1 ft. 0 k-ft 0 k-ft 0 k-ft
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ft #DIV/0! m 0.888 kg/m #DIV/0! kg
Ib Is alpha
0 in4 0 in4 #DIV/0!
L2/L1 a*L2/L1 © aL2/L1
#DIV/0! #DIV/0! #DIV/0!
% C neg % C pos
#DIV/0! #DIV/0!
L2Sr
C pos M C neg M M pos M M neg M
Col +ve As a As a As As,c S Sc
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Mid +ve As a As a As As,c
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
0
Conc S Conc B t1 t2 t3 LS
0 cft 0.291667 cft 0 in 1 in 3.5 in 0 ft.
S Sc
#DIV/0! #DIV/0!
uced by ASIF, TURJA and NAIM (AUST) ctly prohibited Design data: Yield strengh of steel, fy ***** 12 in. Compressive strengh of concrete, fc' ** Live load *** Load due to floor finish **** Load due to partion wall (if any) Super-imposed dead load (if any) Diameter of reinforcing bar Largest span along X 0 ft. Largest span along Y 0 ft. Largest moment 0 k-ft/ft Long span to short span ratio 0 0 ft.
Note:
12 in.
* Blue colored portion denotes column strips. * Green colored portion denotes middle strips. ** Concrete, 28 day, 6 by 12 inches cylinder compressiv *** For residensial purpose, use 40 psf; and for commer **** Recommended to use 25 ~ 40 psf. ***** For 60 grade steel, fy = 60,000 psi; for 500W steel, fy
Largest moment
mn strip moment (kip-ft/ft) negative #DIV/0!
#DIV/0! kip-ft/ft Middle strip moment (kip-ft/ft) positive negative #DIV/0! #DIV/0!
12 mm-ɸ @ #DIV/0! in. c/c bottom
12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0 ft.
0 ft.
0 ft. 0 ft. 0 ft. 0 ft.
0 in.
ρ max d ρ min As,min S max A bar
#DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft
0.015482 2.5 in 0.0018 0.0756 in2/ft 5 in 0.175 in2
in2/ft in in2/ft in in2/ft in2/ft in in
Col -ve As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
in2/ft in in2/ft in in2/ft in2/ft
Mid -ve As a As a As As,c
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft
in in
S Sc
#DIV/0! in #DIV/0! in
60000 3000 40 25
12
psi psi psf psf psf psf mm
n denotes column strips. on denotes middle strips. by 12 inches cylinder compressive strengh. ose, use 40 psf; and for commercial purpose, use 100 psf. se 25 ~ 40 psf. y = 60,000 psi; for 500W steel, fy = 72,500 psi.
Input (yellow boxes only)
All Rights Reserved © This excel spreadsheet is produced by ASIF, TURJA and NAIM ( Any Modification without permission is strictly prohibited Dimensions for the slab panel to be designed:
X Y
0 ft.
0 ft.
Output *
Slab thickness
12 mm-ɸ @ #DIV/0! in. c/c bottom 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft. 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft.
3.5 in.
0 in.
12 in.
Section X-X
Calculation t 3.5 in. DL 0.06875 ksf LL 0.04 ksf Wu 0.1465 ksf Ln L2 L1 M0 Int neg pos Ext neg ext C neg ext M neg C pos M pos int C neg int M neg t1
-1 ft. 0 ft. 0 ft. 0 k-ft 0 k-ft 0 k-ft 0 k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft 0 in
Section Y-Y *****
(a) x1 y1 x2 y2 c1 c2 C
C max Is Beta t Beta t ©
(b)
3.5 8.5 -3.5 12 89.96604 -203.013 -113.047
x1 y1 x2 y2 c1 c2 C
-81.534 in^4 0 in^4 #DIV/0! #DIV/0!
% ext C n % int C n % C pos
0 12 -3.5 3.5 0 -81.534 -81.534
Ib Is alpha L2/L1 a*L2/L1 © aL2/L1
#DIV/0! #DIV/0! #DIV/0!
t2 t3 LS
1 in 3.5 in 0 ft. (i)
(i)
3.5
(ii)
-3.5
(ii)
12 (a)
C bot # C top E # C top I # M bot # M top E # M top I # Steel L Steel L wt T wt
8.5
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ft #DIV/0! m 0.888 kg/m #DIV/0! kg
Conc S Conc B
0 cft 0.291667 cft
uced by ASIF, TURJA and NAIM (AUST) ctly prohibited Design data: Yield strengh of steel, fy ****** Compressive strengh of concrete, fc' ** 12 in. Live load *** Load due to floor finish **** Load due to partion wall (if any) Super-imposed dead load (if any) Diameter of reinforcing bar Largest span along X 0 ft. Largest span along Y 0 ft. Largest moment 0 k-ft/ft Long span to short span ratio 0
60000 3000 40 25
12
0 ft.
12 in. Note:
* Blue colored portion denotes column strips. * Green colored portion denotes middle strips. ** Concrete, 28 day, 6 by 12 inches cylinder compressiv *** For residensial purpose, use 40 psf; and for commer **** Recommended to use 25 ~ 40 psf. ***** Hatched portion denotes cross-section of the edge b ****** For 60 grade steel, fy = 60,000 psi; for 500W steel, fy
Largest moment
#DIV/0! kip-ft/ft
positive #DIV/0!
Column strip moment (kip-ft/ft) negative @ exterior end negative @ interior end #DIV/0! #DIV/0!
positive #DIV/0!
Middle strip moment (kip-ft/ft) negative @ exterior end negative @ interior end #DIV/0! #DIV/0!
12 mm-ɸ @ #DIV/0! in. c/c bottom 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft. 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft.
0.5 ft.
Total weight of steel Total volume of concrete Slab 0 cft Beam 0.291667 cft 0 ft. 0 ft. 0 ft. 0 ft.
0 in.
#DIV/0! kg
12 in. Section Y-Y *****
ρ max d ρ min As,min S max A bar
0.015482 2.5 in 0.0018 0.0756 in2/ft 5 in 0.175 in2
0 in4 0 in4 #DIV/0! #DIV/0! #DIV/0! #DIV/0!
L2Sr
0
Col +ve As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Col -ve ext As a As a As As,c S Sc
Mid +ve As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Mid -ve ext As a As a As As,c S Sc
(i)
12
(ii)
-3.5
(ii)
(i)
0
(b)
psi psi psf psf psf psf mm
n denotes column strips. on denotes middle strips. by 12 inches cylinder compressive strengh. ose, use 40 psf; and for commercial purpose, use 100 psf. se 25 ~ 40 psf. notes cross-section of the edge beams. y = 60,000 psi; for 500W steel, fy = 72,500 psi.
Col -ve ext #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Col -ve int As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Mid -ve int As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Mid -ve ext
3.5
60,000 72,500
10 12
All Rights Reserved © This excel spreadsheet is produced by ASIF, TURJA and NAIM ( Any Modification without permission is strictly prohibited Dimensions for the slab panel to be designed:
X
Y
0 ft.
0 ft.
Output * Slab thickness
3.5
12 mm-ɸ @ #DIV/0! in. c/c bottom
12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0 ft.
Total weight of steel Total volume of concrete Slab 0 cft Beam 0.291667 cft
#DIV/0! kg
in.
Column strip moment (kip-ft/ft) positive #DIV/0!
12 in. Section X-X
Calculation t DL LL Wu L1 L2 Ln M0 pos M neg M
C bot # C top # M bot # M top # Steel L Steel L wt T wt
3.5 in. 0.06875 ksf 0.04 ksf 0.1465 ksf 0 ft. 0 ft. -1 ft. 0 k-ft 0 k-ft 0 k-ft
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ft #DIV/0! m 0.888 kg/m #DIV/0! kg
Ib Is alpha
0 in4 0 in4 #DIV/0!
L2/L1 a*L2/L1 © aL2/L1
#DIV/0! #DIV/0! #DIV/0!
% C neg % C pos
#DIV/0! #DIV/0!
L2Sr
C pos M C neg M M pos M M neg M
Col +ve As a As a As As,c S Sc
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Mid +ve As a As a As As,c
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
0
Conc S Conc B t1 t2 t3 LS
0 cft 0.291667 cft 0 in 1 in 3.5 in 0 ft.
S Sc
#DIV/0! #DIV/0!
uced by ASIF, TURJA and NAIM (AUST) ctly prohibited Design data: Yield strengh of steel, fy ***** 12 in. Compressive strengh of concrete, fc' ** Live load *** Load due to floor finish **** Load due to partion wall (if any) Super-imposed dead load (if any) Diameter of reinforcing bar Largest span along X 0 ft. Largest span along Y 0 ft. Largest moment 0 k-ft/ft Long span to short span ratio 0 0 ft.
Note:
12 in.
* Blue colored portion denotes column strips. * Green colored portion denotes middle strips. ** Concrete, 28 day, 6 by 12 inches cylinder compressiv *** For residensial purpose, use 40 psf; and for commer **** Recommended to use 25 ~ 40 psf. ***** For 60 grade steel, fy = 60,000 psi; for 500W steel, fy
Largest moment
mn strip moment (kip-ft/ft) negative #DIV/0!
#DIV/0! kip-ft/ft Middle strip moment (kip-ft/ft) positive negative #DIV/0! #DIV/0!
12 mm-ɸ @ #DIV/0! in. c/c bottom
12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0 ft.
0 ft.
0 ft. 0 ft. 0 ft. 0 ft.
0 in.
ρ max d ρ min As,min S max A bar
#DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft
0.015482 2.5 in 0.0018 0.0756 in2/ft 5 in 0.175 in2
in2/ft in in2/ft in in2/ft in2/ft in in
Col -ve As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
in2/ft in in2/ft in in2/ft in2/ft
Mid -ve As a As a As As,c
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft
in in
S Sc
#DIV/0! in #DIV/0! in
60000 3000 40 25
12
psi psi psf psf psf psf mm
n denotes column strips. on denotes middle strips. by 12 inches cylinder compressive strengh. ose, use 40 psf; and for commercial purpose, use 100 psf. se 25 ~ 40 psf. y = 60,000 psi; for 500W steel, fy = 72,500 psi.
Input (yellow boxes only)
All Rights Reserved © This excel spreadsheet is produced by ASIF, TURJA and NAIM ( Any Modification without permission is strictly prohibited Dimensions for the slab panel to be designed:
X Y
0 ft.
0 ft.
Output *
Slab thickness
12 mm-ɸ @ #DIV/0! in. c/c bottom 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft. 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft.
3.5 in.
0 in.
12 in.
Section X-X
Calculation t 3.5 in. DL 0.06875 ksf LL 0.04 ksf Wu 0.1465 ksf Ln L2 L1 M0 Int neg pos Ext neg ext C neg ext M neg C pos M pos int C neg int M neg t1
-1 ft. 0 ft. 0 ft. 0 k-ft 0 k-ft 0 k-ft 0 k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft #DIV/0! k-ft 0 in
Section Y-Y *****
(a) x1 y1 x2 y2 c1 c2 C
C max Is Beta t Beta t ©
(b)
3.5 8.5 -3.5 12 89.96604 -203.013 -113.047
x1 y1 x2 y2 c1 c2 C
-81.534 in^4 0 in^4 #DIV/0! #DIV/0!
% ext C n % int C n % C pos
0 12 -3.5 3.5 0 -81.534 -81.534
Ib Is alpha L2/L1 a*L2/L1 © aL2/L1
#DIV/0! #DIV/0! #DIV/0!
t2 t3 LS
1 in 3.5 in 0 ft. (i)
(i)
3.5
(ii)
-3.5
(ii)
12 (a)
C bot # C top E # C top I # M bot # M top E # M top I # Steel L Steel L wt T wt
8.5
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ft #DIV/0! m 0.888 kg/m #DIV/0! kg
Conc S Conc B
0 cft 0.291667 cft
uced by ASIF, TURJA and NAIM (AUST) ctly prohibited Design data: Yield strengh of steel, fy ****** Compressive strengh of concrete, fc' ** 12 in. Live load *** Load due to floor finish **** Load due to partion wall (if any) Super-imposed dead load (if any) Diameter of reinforcing bar Largest span along X 0 ft. Largest span along Y 0 ft. Largest moment 0 k-ft/ft Long span to short span ratio 0
60000 3000 40 25
12
0 ft.
12 in. Note:
* Blue colored portion denotes column strips. * Green colored portion denotes middle strips. ** Concrete, 28 day, 6 by 12 inches cylinder compressiv *** For residensial purpose, use 40 psf; and for commer **** Recommended to use 25 ~ 40 psf. ***** Hatched portion denotes cross-section of the edge b ****** For 60 grade steel, fy = 60,000 psi; for 500W steel, fy
Largest moment
#DIV/0! kip-ft/ft
positive #DIV/0!
Column strip moment (kip-ft/ft) negative @ exterior end negative @ interior end #DIV/0! #DIV/0!
positive #DIV/0!
Middle strip moment (kip-ft/ft) negative @ exterior end negative @ interior end #DIV/0! #DIV/0!
12 mm-ɸ @ #DIV/0! in. c/c bottom 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft. 12 mm-ɸ @ #DIV/0! in. c/c top Cutoff point from column-face 0.25 ft.
0.5 ft.
Total weight of steel Total volume of concrete Slab 0 cft Beam 0.291667 cft 0 ft. 0 ft. 0 ft. 0 ft.
0 in.
#DIV/0! kg
12 in. Section Y-Y *****
ρ max d ρ min As,min S max A bar
0.015482 2.5 in 0.0018 0.0756 in2/ft 5 in 0.175 in2
0 in4 0 in4 #DIV/0! #DIV/0! #DIV/0! #DIV/0!
L2Sr
0
Col +ve As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Col -ve ext As a As a As As,c S Sc
Mid +ve As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Mid -ve ext As a As a As As,c S Sc
(i)
12
(ii)
-3.5
(ii)
(i)
0
(b)
psi psi psf psf psf psf mm
n denotes column strips. on denotes middle strips. by 12 inches cylinder compressive strengh. ose, use 40 psf; and for commercial purpose, use 100 psf. se 25 ~ 40 psf. notes cross-section of the edge beams. y = 60,000 psi; for 500W steel, fy = 72,500 psi.
Col -ve ext #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Col -ve int As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Mid -ve int As a As a As As,c S Sc
#DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in #DIV/0! in2/ft #DIV/0! in2/ft #DIV/0! in #DIV/0! in
Mid -ve ext
3.5
60,000 72,500
10 12
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