ppt

1. PLANNING, ANALYSIS, DESIGN
AND ESTIMATION OF G+5
RESIDENTIAL APARTMENT
Guide by:
Dr.R. Saraswathi M.E.,Ph.D.,
Submitted by:
CHANDRU V (1901008)
DHINAKARAN M (1901012)
MATHAN KUMAR M (1901034)
YOGESHWARAN S (1901055)

2. Content
 Architectural plans
 Electrical Layout
 Plumbing Layout
 Design and Detailing of slab
 Manual 2D Frame Analysis
 Software 2D Frame Analysis
 Comparison of 2D Frame Analysis Results
2

3. 3
Architectural plans

4. 4
Design of one way slab:
1
Shorter span (lx) 1600mm
Longer span(ly) 4190mm
characteristic strength of concrete(fck) 20N/mm2
yield stress(fy) 415N/mm2
cover 20mm
dia of bar 10mm
live load 3KN/m2
breadth(b) 1m
wall thickness(wt) 230mm
modification factor 1.2
effective depth ratio 26
fos 1.5
2TYPE OF SLAB
ly/lx 2.62
one way
3THICKNESS OF SLAB
Calculated depth 75mm d 75mm
Assumed Depth D 150mm D 150
Effective depth d 125

5. Design of one way slab:
5
4EFFECTIVE LENGTH
leff1 clear span + effective depth 1725mm
leff2
c/c distance between
supports 1830mm
leff 1725mm Leff 1725mm
5LOAD CALCULATION
dead load
self weigth 3.75
Floor finish(FF) 1
total dl 4.75
factored dead load 7.125 F. DL 7.125KN/m2
live load 3
factored live load 4.5 F. LL 4.5KN/m2
Total load 11.625KN/m2
6CALCULATION OF BENDING MOMENT
Span BM end(+ve) 1.04KN
Support BM end(-ve) -0.98KN
Span BM mid (+ve) 0.82KN
Support BM mid (-ve) -1.09KN
Bending moment +ve 3.09KNm
Bending moment -ve 2.92KNm 3.09KNm

6. Design of one way slab:
6
7CHECK FOR EFFECTIVE DEPTH
dep required 50mm
dreq< dprov hence ok check for depth hence ok
8Ast CALCULATION
Ast required
Mu/(0.87*fy*) 8571.25c
Ast -125b
Ast^2 0.02075a
b^2-4ac 14913.59
SQRT(*b^2-4ac) 122.12
Ast 5954.73
69.37
min ast 180
max ast 6000
ast 180mm2
check hence ok check for ast hence ok
spacing 300mm

7. Design of one way slab:
7
Mu/(0.87*fy*) 8076.76c
Ast -125b Distribution steel:
Ast^2 0.02075a
b^2-4ac 14954.63 min ast 180
SQRT(*b^2-4ac) 122.29 Spacing 279
Ast 5958.77
65.32
min ast 180
max ast 6000
ast 180.00mm2
check hence ok % M20
spacing 300mm 0.15 0.28
Ast provided (∏/4*d^2*1000)/spacing 262mm2 0.17
0.32
check hence ok check for ast hence ok 0.25 0.48
9CHECK FOR SHEAR
Vu 10.03
Ʈv Vu/b*D 0.07
percentage of steel 100*ast/b*D 0.17
Ʈc 0.32
Ʈc max 2.8
check hence ok check for shear hence ok

8. Design of one way slab:
8
10CHECK FOR DEFLECTION
fs 165.58
kt 1.6
kc 1
kf 1
actual deflection 21.33
permissible deflection 41.6
check hence ok check for deflection hence ok
Provide
Provide 10mm dia bars at 300mm c/c distance along shorter direction at middle span as main reinforcemnet
& 10mm dia bars at 300mm c/c at supports.
Provide 8mm dia bars at 275 mm c/c distance as distribution steel along longer direction

9. Detailing of one way slab:
9

10. Design of two way slab:
10
DESIGN OF SLAB:(s4 one long edge discontinuous)
1BASIC DATA :
ly 6.63m fy 415.00N/mm2
lx 5.11m fck 20.00N/mm2
Thickness of support 230mm
Clear cover 20mm
2TYPE OF SLAB :
Span Ratio 1.30 LESS THAN 2
Therefore Design the slab as two way slab
3DEPTH :
Depth 110.00mm
Assumed depth 150mm
Effective Depth 124mm
4EFFECTIVE SPAN :
For lx
a)C/C between Supports 5.34m As per IS 456:2000
b)Clear Span + Eff. depth 5.23m
cl 22.2, pg-34
lxeff 5.23m

11. Design of two way slab:
11
4EFFECTIVE SPAN :
For lx
a)C/C between Supports 5.34m As per IS 456:2000
b)
Clear Span + Eff.
depth
5.23m
cl 22.2, pg-34
lxeff 5.23m
For ly
a)C/C between Supports 6.86m
b)
Clear Span + Eff.
depth
6.75m
lyeff 6.75m
5LOAD CALCULATION :
Dead Load 3.75kN/m As per IS 875-2 1987
Live Load 3kN/m cl 23.2.1, pg-37
Floor Finish 1kN/m
Total Load 7.75kN/m

12. Design of two way slab:
12
Design Load 7.75kN/m
Factored Load 11.625kN/m ly/lx Positive moment αx ly/lx Negative moment αx
1.2 0.0390 1.2 0.0520
6CALCULATION OF COEFFICIENTS : 1.29 0.0553 1.29 0.0565
lx/ly 1.29 1.3 0.0570 1.3 0.0570
Positive moment αx 0.0553
Negative moment αx 0.0565
Positive moment αy 0.028
Negative moment αy 0.0370
7CALCULATION OF BENDING MOMENTS :
Mux(+ve) 16.78KNm
Mux(-ve) 17.16KNm
Muy(+ve) 8.50KNm
Muy(-ve) 11.23KNm
7CHECK FOR DEPTH :
Mumax 17.16KNm
dreq 78.84mm
Check dreq < dprovided
If not
increase
thedepth

13. Design of two way slab:
13
8AREA OF REINFORCEMENT REQUIRED :
a)
AREA OF STEEL ALONG SHORTER DIRECTION (mid span)
Mu=0.87*fy*Ast*(d-(Ast*fy)/(b*fck))
Mu/(0.87*fy*) 46471.333c
Ast -124b
Ast^2 0.0207500a
b^2-4ac 11518.879
SQRT(*b^2-4ac) 107.326
Ast 5574.122
401.78
Ast minimum 180mm2
Ast required 401.78mm2
Spacing 195mm Using 10 mm dia
Provided Spacing 190mm
Ast provided 413mm2
Therefore provide 10 mm dia at 190 mm c/c in shorter direction mid span

14. Design of two way slab:
14
b)AREA OF STEEL ALONG SHORTER DIRECTION (edge)
Mu=0.87*fy*Ast*(d-(Ast*fy)/(b*fck))
Mu/(0.87*fy) 47519.621c
Ast -124b
Ast^2 0.0207500a
b^2-4ac 11431.871
SQRT(*b^2-4ac) 106.920
Ast 5564.336
411.57
Ast minimum 180mm2
Ast required 411.57mm2 Astreq < Astmin
Spacing 436mm Using 10 mm dia
Provided Spacing 300mm
Ast provided 262mm2
Therefore provide 10mm dia at 300mm c/c in shorter direction supports

15. Design of two way slab:
15
c)
AREA OF STEEL ALONG LONGER DIRECTION (mid span)
Mu=0.87*fy*Ast*(d-(Ast*fy)/(b*fck))
Mu/(0.87*fy*) 23541.029c
Ast -124b
Ast^2 0.0207500a
b^2-4ac 13422.095
SQRT(*b^2-4ac) 115.854
Ast 5779.609
196.29
Ast minimum 180mm2
Ast required 196.29mm2
Spacing 400mm Using 10 mm dia
Provided Spacing 300mm
Ast provided 262mm2
Therefore provide 10 mm dia at 300 mm c/c in longer direction mid span

16. Design of two way slab:
16
c)
AREA OF STEEL ALONG LONGER DIRECTION (edge)
Mu=0.87*fy*Ast*(d-(Ast*fy)/(b*fck))
Mu/(0.87*fy*) 31107.788c
Ast -124b
Ast^2 0.0207500a
b^2-4ac 12794.054
SQRT(*b^2-4ac) 113.111
Ast 5713.513
262.39
Ast minimum 180mm2
Ast required 262.39mm2
Spacing 299mm Using 10 mm dia
Provided Spacing 290mm
Ast provided 271mm2
Therefore provide 10 mm dia at 290 mm c/c in longer direction supports

17. Design of two way slab:
17
9CHECK FOR SHEAR :
Vu=W*Lx/2 29.70KN
τv=Vu/b*d 0.24N/mm2
For τc % M20
Pt 0.33% 0.25 0.28
τc 0.31 0.33 0.31
K 1.3 0.5 0.36
K*τc 0.39861N/mm2
For τcmax
τcmax 2.80N/mm2
τv < K*τc < τcmax Hence safe in shear.
10
CHECK FOR
DEFLECTION :
Permissible l/d=M*26 46.80
Actual l/d 34.07
Hence safe in deflection

18. Design of two way slab:
18
11Torsional Reinforcement
3/4 of Ast at midspan 301.34mm2
Use 8 mm bars
No of bars 6nos
Length of Reinforcement lx/5
1.02m
The Reinforcement mesh should beprovided at top and bottom
of the slab at corners
Mesh size is 1.05m X 1.05m

19. Detailing of two way slab:
19

20. Detailing of two way slab:
20

21. Reinforcement details:
21
Slab ly lx ly/lx End condition Reinforcement
S1 5.11 3.58 1.43 Two adjacen edges are discontinuous
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 300 mm c/c in supports of longer direction
S2 5.11 3.58 1.43 Two adjacen edges are discontinuous
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 300 mm c/c in supports of longer direction
S3 5.11 4.19 1.22 Interior panel
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 300 mm c/c in supports of longer direction
S4 6.63 5.11 1.30 one long edge discontinuous
provide 10 mm dia at 190 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 290 mm c/c in supports of longer direction
S5 6.63 5.11 1.30 Interior panel
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 300 mm c/c in supports of longer direction

22. Reinforcement details:
22
S6 5.11 5.11 1.00 Two adjacen edges are discontinuous
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 230 mm c/c in supports of longer direction
S7 5.11 5.11 1.00 one short edge discontinuous
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 275 mm c/c in supports of longer direction
S8 4.19 2.25 1.86 Interior panel
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 300 mm c/c in supports of longer direction
S9 5.11 3.58 1.43 one long edge discontinuous
provide 10 mm dia at 300 mm c/c in mid span of shorter direction
provide 10mm dia at 300mm c/c in supports of shorter direction
provide 10 mm dia at 300 mm c/c in mid span of longer direction
provide 10 mm dia at 300 mm c/c in supports of longer direction
S10 4.19 1.6 2.62 End span continous
Provide 10mm dia bars at 300mm c/c distance along shorter direction at middle span as main
reinforcement
provide 10mm dia at 300mm c/c in supports
Provide 8mm dia bars at 275 mm c/c distance as distribution steel along longer direction
S11 5.11 1.33 3.84 End span continous
Provide 10mm dia bars at 300mm c/c distance along shorter direction at middle span as main
reinforcement
provide 10mm dia at 300mm c/c in supports
Provide 8mm dia bars at 275 mm c/c distance as distribution steel along longer direction

23. Reinforcement details:
23
S12 7.16 1.6 4.48 End span continous
Provide 10mm dia bars at 300mm c/c distance along shorter direction at middle span as main
reinforcement
provide 10mm dia at 300mm c/c in supports
Provide 8mm dia bars at 275 mm c/c distance as distribution steel along longer direction
S13 15.32 1.6 9.58 End span continous
Provide 10mm dia bars at 300mm c/c distance along shorter direction at middle span as main
reinforcement
provide 10mm dia at 300mm c/c in supports
Provide 8mm dia bars at 275 mm c/c distance as distribution steel along longer direction

24. Manual 2D Frame Analysis
Selected Beam for Analysis
24

25. Manual 2D Frame Analysis
Substitute Frame for
Manual Analysis
25

26. Load Calculation:
26
Manual 2D Frame Analysis
S1b TRAPEZOIDAL LOAD TRAPEZOIDAL LOAD WALL LOAD SELFWEIGHT OF BEAM TOTAL DL TOTAL LOAD
dead load (KN/m) live load (KN/m) (KN/m) (KN/m) (KN/m) (KN/m)
(wlx/2)*(1-0.5/k) (wlx/2)*(1-0.5/k) h*t*20 b*d*25*l
8.3 5.3 12.65 2.59 23.51 28.76
S1c TRAPEZOIDAL LOAD TRAPEZOIDAL LOAD WALL LOAD SELFWEIGHT OF BEAM TOTAL DL TOTAL LOAD
dead load(KN/m) live load(KN/m) (KN/m) (KN/m) (KN/m) (KN/m)
(wlx/2)*(1-0.5/k) (wlx/2)*(1-0.5/k) h*t*20 b*d*25*l
8.2 5.2 12.65 2.59 23.44 28.62
S1a TRAPEZOIDAL LOAD TRAPEZOIDAL LOAD WALL LOAD SELFWEIGHT OF BEAM TOTAL DL TOTAL LOAD
dead load(KN/m) live load(KN/m) (KN/m) (KN/m) (KN/m) (KN/m)
(wlx/2)*(1-0.5/k) (wlx/2)*(1-0.5/k) h*t*20 b*d*25*l
8.2 5.2 12.65 2.59 23.44 28.67

27. Manual 2D Frame Analysis
27
S1 TRAPEZOIDAL LOAD TRAPEZOIDAL LOAD WALL LOAD SELFWEIGHT OF BEAM TOTAL DL TOTAL LOAD
dead load(KN/m) live load(KN/m) (KN/m) (KN/m) (KN/m) (KN/m)
(wlx/2)*(1-0.5/k) (wlx/2)*(1-0.5/k) h*t*20 b*d*25*l
9.6 5.6 12.65 2.59 24.83 30.40
S4
RECTANGULAR
LOAD
RECTANGULAR
LOAD WALL LOAD SELFWEIGHT OF BEAM TOTAL DL TOTAL LOAD
dead load(KN/m) live load(KN/m) (KN/m) (KN/m) (KN/m) (KN/m)
Wlx/2 Wlx/2 h*t*20 b*d*25*l
4.7 4.5 12.65 2.59 19.98 24.48
S5 POINT LOAD POINT LOAD WALL LOAD SELFWEIGHT OF BEAM TOTAL DL TOTAL LOAD
wl/2 (KN) wl/2 (KN) (KN/m) (KN/m)
DL LL h*t*20 b*d*25*l
11.9 9.4 12.65 2.59

28. Manual 2D Frame Analysis
Loading diagram
28

29. Manual 2D Frame Analysis
By Substitute Frame Method,
29
FIXED END MOMENTS:
DL TL
MAB -94.46kNm -115.645kNm
MBA 94.46kNm 115.64kNm
MBC -105.18kNm -128.72kNm
MCB 105.18kNm -105.18kNm
MCD -97.27kNm -244.24kNm
MDC 97.27kNm 244.24kNm
MDE -105.04kNm -128.53kNm
MED 105.04kNm 128.53kNm
MEF -94.46kNm -115.64kNm
MFE 94.46kNm 115.64kNm

30. Manual 2D Frame Analysis
Distribution Factor:
30
Joint Member Relative
Stiffness
Sum of
Stiffness
Distribution
factor
A
AB 0.196
0.821
0.238
AG 0.313 0.381
AH 0.313 0.381
B
BA 0.196
1.016
0.193
BI 0.313 0.307
BJ 0.313 0.307
BC 0.196 0.193
C
CB 0.196
1.020
0.192
CK 0.313 0.307
CL 0.313 0.307
CD 0.199 0.195
D
DC 0.199
1.020
0.195
DM 0.313 0.307
DN 0.313 0.307
DE 0.196 0.192
E
ED 0.196
1.016
0.193
EO 0.313 0.307
EP 0.313 0.307
EF 0.196 0.193
F
FE 0.196
0.821
0.238
FQ 0.313 0.381
FR 0.313 0.381

31. Manual 2D Frame Analysis
Calculation of final moment at Ends:
31
13.03 0.097
At A, 10.46 7.91
At span AB LL is added 13.03 -0.25
Joint A B C
Members AG AH AB BA BI BJ BC CB CK CL CD
D.F. 0.381 0.381 0.238 0.193 0.307 0.307 0.193 0.192 0.307 0.195 0.195
FEM -115.645 115.645 -105.185 105.185 -97.27
Balancing 44.035 44.035 27.575 -2.014 -3.216 -3.216 -2.014 -1.519 -2.426 -1.543 -1.54
C.O. -1.007 13.788 -0.759 -1.007 0.76
balancing 0.383 0.383 0.240 -2.508 -4.006 -4.006 -2.508 0.048 0.077 0.049 0.05
CO -1.254 0.120 0.024 -1.254 0.174
Balancing 0.48 0.478 0.299 -1.564 -13.028 -1.564 -1.564 0.121 0.121 0.121 0.12
Final moments 44.896 44.896 -89.791 123.466 -20.250 -8.786 -112.007 101.574 -2.228 -1.373 -97.713

32. Manual 2D Frame Analysis
32
0.69 4.05
-7.76 10.57
-1.79 -10.52
D E F
DC DM DN DE ED EO EP EF FE FQ FR
0.195 0.307 0.307 0.192 0.193 0.307 0.307 0.193 0.238 0.381 0.381
97.27 -105.04 105.04 -94.46 94.46
1.51 2.38 2.38 1.49 -2.04 -3.25 -3.25 -2.04 -22.53 -35.97 -35.97
-0.77 -1.02 0.75 -11.26 -1.02
0.35 0.55 0.55 0.34 2.03 3.23 3.23 2.03 0.24 0.39 0.39
0.024 1.013 0.172 0.121 1.013
-0.02 -0.02 -0.02 -0.02 -0.70 -0.70 -0.70 -0.70 -0.25 -0.39 -0.39
98.370 2.911 2.911 -103.224 105.246 -0.712 -0.712 -106.312 71.932 -35.975 -35.975

33. Software 2D Frame Analysis using
STAADPRO
Intermediate Frame Loading Diagram
33

34. Software 2D Frame Analysis using
STAADPRO
Bending Moment Diagram
34

35. Software 2D Frame Analysis using
STAADPRO
Substitute frame Loading Diagram

36. Software 2D Frame Analysis using
STAADPRO
Bending Moment Diagram
36

37. THANK
YOU
37