mtech

1. ADICHUNCHANAGIRI INSTITUTE OF TECHNOLOGY,
CHIKKAMAGALURU
DEPARTMENT OF CIVIL ENGINEERING
M.Tech STRUCTURAL ENGINEERING
“Analysis And Design of G+3 Residential Building”
Presented by:
SANDEEP P N
(4AI18CSE12)
Under the guidence of:
Mr. GOUTHAM D R BE, M.Tech.,
Assistant Professor
Department of Civil Engineering
AIT, Chikkamagaluru.

2.  Framing of a structure
 Estimation of loads
 Modeling and analysis using ETABS
 Designing of structural elements
 Preparation of Excel sheet
 Site visits

3. The training program was carried out from 15th July to 29th
August 2019 at Zenith constructions and Consultancy, Mysore.
Importance:
 First-hand exposure of working in the real world.
 Harness the skill, knowledge and theoretical practice.
 Enables to gain practical knowledge.
 Stepping stone to expand learning concepts.
 Helps to gain confidence.

4. COMPANY PROFILE
 Office: Zenith Constructions and Consultancy
 Managing Director: Mr. Punith Diwakar
 Softwares used:
a) ETABS
b)AutoCAD
c) Microsoft Excel
 Services offered:
a) Structural design consultation
b)Construction works
c)Estimation and Costing
d)Architectural and Interior design.
 Major projects:
a)Girls hostel construction at MIT college campus, Mysore
b)Regional center office, Mysore
c)Prakash complex, JP Nagar, Mysore.

5. Major projects of Zenith consultant
Fig 1: MIT – Tandavpura
(Engineering College)
Fig 2:Apartment at Chamarajpuram

6. Fig 3: Mr. Mukhopadyay’s Residence,
Mysuru
Fig 4: DDPI Office, Mysuru

7. Internship work progress
1st week (15/07-20/07)
Introduction sessions
Introduction about their upcoming projects
2nd week (22/07- 27/07)
Manual design
Theory classes about site works
3rd week (29/07- 03/08)
Introduction about ETABS software
Live project Design and analysis
Site visits
4th week (05/08- 10/08) National conference at AIT
5th week (12/08-17/08)
Manual design
Analysis in ETABS
Site visits
6th week (19/08-24/08) Estimation and Costing classes
Site visits
7th week ( 26/08- 29/08) Execution and Design check

8. .
PROJECT DETAILS
1. Salient features
Building type
No of stories
No of staircase
Type of construction
Residential building
G+3
1 in each story
RC framed structure
2. Geometric details
Floor to floor height
Thickness of wall
Density of block
3m
0.23m
20kN/m3
3. Materials
Grade of concrete
Grade of steel
M20
Fe500
4. Soil profile
Type of soil
Bearing capacity of soil
Red soil
280kN/m2
5. Site and Building
Details
Site dimension
Built-up area
Stair Case
SBC of soil
40ft X 60ft
1673.21 sq.ft
111.1sft
250 kN/m2

9. ANALYSIS PROCEDURE USING ETABS:
9
BUILDING
PLAN
PREPARING
COLUMN BEAM
LAYOUT
EXPORTING TO
ETABS
DEFINING
MATERIAL
PROPERTIES
LOAD PATTERN
AND LOAD
COMBINATION
ASSIGNING
FRAME SECTION
ASSIGN LOADS TO
THE SECTION
CHECK MODEL
RUN ANALYSIS

10. GRID LINE PLAN WITH COLUMN ORIENTATION

11. Plan in ETABS as per drawing

12. Architectural Plan

13. Defining of sectional property
Beams Defined Column defined:
Beam (0.15mX0.45m) Column (0.23mX0.60m)
Beam (0.23mX0.45m) Column(0.15mX0.45m)

14. SLAB two way

15. Extruded 3D view of the building

16. Elevation view with respect to coordinate A

17. Load assignment
1. Dead loads
2. Live load
3. Super dead load
Load Cases Considered for analysis:
• DL (Dead load)
• LL (Live load)
• Floor Finish
• Wall load
• Stair caseload
• Parapet wall load

18. Load Calculation:
On Slab:
1.Live load= 2 kN/m2 From IS: 875-Part-2
2.Floor finish= 1.5 kN/m2
On Beam:
A. Wall load= Density*(Floor to floor height-Beam depth)*Wall thickness
= 18X (3-0.45) X 0.23
= 11.73 kN/m2
B. Parapet load= 18X1X0.23
= 4.14 kN/m2

19. Assigning of loads:
Assigning of frame load

20. SLAB LOAD
Assigning of live load Assigning of floor finish

21. Results of analysis
Bending moment diagram of beam and column

22. Shear force diagram of beam and column

23. DETAILS:
Shorter span (lx) = 4.92 m
Longer span (ly) = 5.91 m
Live Load on the Slab (LL) = 3 kN/m2
Floor finish (FF)= 1.5 kN/m2
Comp.stess of concrete (fck) = 20 N/mm2
Tensile stress of steel (fy) = 500 N/mm2
Unit wt. of concrete = 25 /mm2
Clear concrete cover = 25 m
Width of support = 230 mm
(ly / lx) = (5.91/4.92)
1.2 < 2
Hence design as two way slab
2.Depth of slab:
Assume effective depth d = 125 mm
Overall depth D = 150 m
3. Effective span:
L = 4.69 m
4. Loads:
Self-weight of slab = 3.75 kN/m2
Floor finish = 1.5 kN/m
Live Load on the Slab = 3 kN/m
Total service load w = 8.25 kN/m2
Ultimate load (wu) = 12.375 kN/m
TWO WAY SLAB

24. 5. Ultimate moments and shear forces:
αx(-ve) = 0.0455
αx(+ve) = 0.034
αy(-ve) = 0.037
αy(+ve) = 0.028
Mux(+'ve) = (αx wu L2) = 9.25 kN-m
Mux(-'ve) = (αx wu L2) = 12.38 kN-m
Muy(+'ve) = (αy wu L2) = 7.62 kN-m
Muy(-'ve) = (αy wu L2) = 10.07 kN-m
Muxmax = 12.38 kN-m
Muymax = 10.07 kN-m
Vu = (0.5 wu L) = 29.01 kN-m
Panel no’s
Depth
D(mm)
Slab type
Bar
dia
(mm)
Bottom bar
spacing(mm) Bar dia
(mm)
Top bar
spacing(mm)
X Y X Y
S1 150
Two-way
slab
10 300 300 10 300 300
Table : Slab reinforcement details

25. 6 Check for depth:
Mmax = 0.133* fck* b* d2
Effective depth d = √ ((Mmax)/ (0.133* fck*b))
Dreq= 80.15 mm
Dreq < dprov
Hence depth is sufficient
7 Check for shear stress
τv= (Vu / b d)= 0.23 N/mm2
Ast prov = 523.59 mm2
Pt = (100 Ast)/ (b d) = 0.42 %
Permissible shear stress in slab is (Table 19 of IS:456-2000)
K = 1.3
τc= 0.69 N/mm2
k τc = (1.3 x 0.69) = 0.897 N/mm2
τv<τc
Hence safe

27. BEAM DESIGN
Fig :Details of beam

28. Provide 4 bars of 16 mm dia bar
1. Design parameters
Beam number – B16
Maximum mid span moments Mu = 76.55 kN-m
Maximum support moment Mu = 97.34 kN-m
Maximum shear force = 125.21 kN
B = 230 mm
D = 450 mm
d = 415 mm
Mulim = 0.133*fck*b*d2
= 0.133*20*230*4152
Mulim = 105.37 kN-m
Mulim > Mu
So, design as singly reinforced section.

29. Design of shear reinforcement
Vu = 125.21 kN
ζv = Vu / (b * d) = (125.21x 103) / (230 x 415) =1.31 N/mm2
Pt = (100*Ast) / b*d
= (100 x 804.35) / (230 x 415) = 0.84 %
From IS456: 2000 table 19
ζc = 0.45
ζv< ζc
Hence shear reinforcement is required
Vw = Vu - ζcbd
= 125.21x 103-(0.45*230*415)
= 82.25 kN
Using 8 mm dia 2 legged stirrups
Sv = 0.87fyAsvd/Vw
= 0.87*500*100.53*415/82.25*103
= 220.64 mm
Adopt a spacing of 200 mm near support gradually increasing to 300
mm towards the center of span.

31. COLUMN DESIGN

32. Design parameter:
Column number – C17
Ultimate load – 1662.98 kN
L – 3000 mm
B – 230 mm
D – 600 mm
fck– 25 N/mm2
fy – 500 N/mm2
Mux -47.25KN.m
Muy -24.30kN.m

33. Equivalent Moment
Mu = 1.5 𝑀𝑢𝑥
2
+ 𝑀𝑢𝑦
2
Mu = 1.5 47.252 + 24.302`
Mu =79.69kN.m
Non dimensional parameter
𝑃𝑢
𝑓𝑐𝑘𝑏𝐷
=
1662.98∗103
25∗230∗600
𝑃𝑢
𝑓𝑐𝑘𝑏𝐷
= 0.48
𝑀𝑢
𝑓𝑐𝑘 𝑏𝐷2 =
79.69∗106
25∗230∗6002
𝑀𝑢
𝑓𝑐𝑘 𝑏𝐷2 = 0.038
From SP: 16 Chart 48
d’/D = 40/600 = 0.06
𝑷
𝒇𝒄𝒌
= 0.04
Pt = 0.04x25
Pt = 1.0
Ast req =
1∗230∗600
100
Ast req =1380 mm2
From IS 456 PG 48 clause 26.5.3.1 (a)
Ast minimum = 0.8% gross area
Ast minimum =
0.8∗230∗600
100
Ast minimum = 1104 mm2
Provide 4# 16 mm ø
Provide 8 mm dia bar at 200 mm c/c lateral ties

35. FOOTING DESIGN
P = 1235.47kN
b = 230mm
D = 600mm
p = 280kN/m2 SBC of soil
fck = 25N/mm2
fy = 500N/mm2
unfactored moment (Mx) = 37.06kN-m
unfactored moment (My) = 3.904kN-m
Short size of footing, x = 2.3 m
Long side of footing, y = 2.3 m
Factored soil pressure at base is computed as:
pu = Wu/(x*y) + (Mx/Z) + (My/Z)
= 277.11 kN/m2< 280 kN/m2
Factored soil pressure is less than safe bearing capacity of soil,
Hence Safe

36. Depth of footing:
[a] From moment consideration, we have:
Mu = 0.133fckbd2
d = 215 mm
[b] From shear stress consideration, we have the critical section for one way
shear is located at a distance ‘d’ from the face of the column.
Shear force per meter width (longer direction) is:
Vul = 277.11(1035 - d) N
assuming τc = 0.36 N/mm2
pt = 0.25 %
τc = (VuL / bd)
d = 450mm
Provide d = 450mm
overall depth D = 500mm

37. Reinforcement in footing:
Minimum reinforcement = 0.12%* b*D = 600mm2
M u = 0.87x fy x Ast x d x
Ast = 523.6 mm2
Hence provide Ast=523.61 mm2
Providing dia of bars = 10mm
Spacing = (1000*ast/Ast) = 149mm
Spacing should be least of the following
[a] actual spacing = 149mm
[b] (3 x d) = 1800mm
[c] 300 = 300mm
Adopt a spacing of 125mm
Astprov = 628.32mm2
Hence provide 10 mm dia bars at 125 mm c/c.
Longer direction:

38. Shorter direction
Ast= 785.64 mm2 Hence provide Ast = 785.64mm2
providing dia of bars 10mm
Spacing = (1000*ast/Ast) = 99.96 mm
Spacing should be least of the following
[a] actual spacing = 99.96mm
[b] (3 x d) = 1800mm
[c] 300 = 300mm
Adopt a spacing of 75 mm
Astprov = 1047.19mm2
Hence provide 10mm dia bars at 75mm c/c.
Check for one way shear stress
Distance from the face of the column
= 400mm
Vu=(277.11x 0.4) = 110.844kN
pt = 0.23%
ks = 1.0
τc = 0.339 N/mm2
(ksτc) = 0.339 N/mm2
τv= Vu/bd = 0.246N/mm2
since τv< ksτc
Hence safe
Check for two way shear stress:
Effective depth = 450 mm
punching area = 1557000 mm2
perimeter = 3.46 m
punching force = τv= 1.03N/mm2
permissible shear stress = 0.25√fck
τc = 1.25N/mm2
since τv<τc , Hence safe

40. STAIR CASE
Design parameters:
Clear dimension – 3.42 x 3.84 m
Floor height – 3 m
Provide three flights for the stairway
Height of each flight = 3/3 = 1m
Rise – 150 mm
Tread – 300 mm
Number of rise = floor height / rise = 3000 / 150 = 20
Number of treads =20-1 =19
Number of treads on each flight = (20/3-1) = 6
Space occupied by treads = 6*0.3= 1.8m
Floor finish =1.5 KN/m2
Live load =3 KN/m2
Landing width =3.84-1.8/2 =1.02m

41. Design moment
Maximum moment occur at mid span
Mu = 24.39x5.4/2
Mu = 65.85 kN-m
Mu lim = 0.133fckbd2
Mu lim =48.95kN-m
Mu lim >Mu Hence design it as a singly reinforced section.
Hence safe
Main reinforcement calculation
Ast = 0.5 (fck/fy) [1 - sqrt (1 - (4.6Muy/fck b d2] b d
Ast = 453.64mm2
Provide 12 mm dia bar at 225 mm c/c
Distribution reinforcement calculation
0.12 % area of steel
(0.12*130*1000) =162mm2
Spacing = 300
Provide 10 mm dia bar at 300 mm c/c

42. Open well staircase

44. SITE VISIT PHOTOS
Fig 1:Excavation for footing Fig 2: Footing

45. Fig 3: Shuttering Fig 4 : Columns

46. Fig 5: Footing Fig 6 :MIT hostel building

47. REFERENCES
1. IS: 456:2000 (Fourth Revision) “Plain and Reinforced Concrete - Code of practice”, BIS, New
Delhi.
2. SP 16:1980 Eleventh Reprint March 1999 (Incorporating Amendment No. I) “Design Aids for
Reinforced Concrete”, BIS, New Delhi.
3. SP 34:1987 Fifth Reprint March 1999 “Hand Book on Concrete Reinforcement and Detailing”,
BIS, New Delhi.
4. IS: 875 (Part 1&2) - 1987(Incorporating IS: 1911-1967) “Code of Practice for Design loads
(other than earthquake) for Buildings and Structures”, BIS, New Delhi.
5. S.S BHAVIKATTI Design of R.C.C Structural elements. NEW AGE INTERNATIONAL (P)
LIMITED, PUBLISHERS 7/30 A, Darya Ganj, New Delhi.
6. VARGHESE.P.C, “Advanced reinforced concrete design”, 2nd Edition, The-Prentice-hall of
India, New Delhi.
7. M.L.GAMBHIR Design of Reinforced Concrete Stuctures. PHI Learning Private Limited,
New Delhi.