Final Year Project Report on Structural Analysis and Design of Multistorey RCC Building for Earthquake Resistant Design as per IS Codes. - Khwopa College of Engineering - IOE, Tribhuvan university - Civil Engineering Final Report - Bachelor Level Project

1. FINAL YEAR PROJECT DEFENSE PRESENTATION
STRUCTURAL ANALYSIS AND DESIGN OF
MULTISTOREY BUILDING
TRIBHUVAN UNIVERSITY
INSTITUTE OF ENGINEERING
KHWOPA COLLEGE OF ENGINEERING
DEPARTMENT OF CIVIL ENGINEERING
LIBALI-8, BHAKTAPUR, NEPAL
4/15/2022
PROJECT MEMBERS
RUPESH SAPKOTA 23113 (KCE074BCE064)
SHRAWAN TANDUKAR 23126 (KCE074BCE077)
SUMAN SUNAR 23135 (KCE074BCE086)
SUSHRUT GAUTAM 23138 (KCE074BCE089)
YUBRAJ PUDASAINI 23145 (KCE074BCE096)
PROJECT SUPERVISOR
Dr. CHANDRA KIRAN KAWAN
ASSOCIATE PROFESSOR
KHWOPA COLLEGE OF ENGINEERING

2. CONTENTS
 Introduction
 Objectives & Scopes
 Salient features of the Project
 Methodology
 Preliminary Design
 Load Assign & Analysis
 Design & Detailing of Structural Elements
 Discussion & Conclusion
 References
2

3. INTRODUCTION
 Need of shelter with human evolution for protection from
External environment.
 Temporary shelter at initial, afterwards permanent houses
and formation of society occurred.
 At present, there is limited land to construct houses, so use
of Multistorey building is necessary.
 Multistorey buildings are subjected to wind load, Seismic
load etc.
3

4. OBJECTIVES
To analyze and design multistorey RCC building for earthquake
resistant design.
Detailing of Structural elements.
4

5. SCOPES
 Preliminary design of structural element.
 To calculate Base Shear & Lateral Loads.
 To be familiar with structural analysis software like ETABS.
 Design and Detailing of Sections.
 To minimize loss of life and properties by constructing Earthquake resistant building.
5

6. Building Type: Multistorey RC-SMRF building
Plinth Area: 554.447 m2
No. of storey: Basement + 10 Storey + Roof
Total height of structure: 35.2044m
Foundation Type: Raft Foundation
Seismic Zone: V
SALIENT FEATURES OF THE PROJECT
Analysis Tool: ETABS 2019
6

7. CODES USED
S.N. CODES
1 IS 456: 2000
2 IS 1893(Part 1): 2016
3 IS 13920: 1993
4 SP16 & SP34
5 IS 875(Part 1): 1987
6 IS 875(Part 2): 1987
7 IS 2950(Part 1): 1981
7

8. 4/15/2022 8
Project Selection
Drawing Collection Data Collection
Preliminary Design
Load calculation
Modeling in ETABS
2019
Assigning Load and Analyzing
Output from ETABS 2019 (SF, BM) and
Detail design & Drawing of structural
members
METHODOLOGY
Report Writing

9. 9
18-Apr-21
25-Apr-21
28-Apr-21
12-May-21
15-May-21
05-Jun-21
10-Jul-21
02-Aug-21
01-Sep-21
02-Dec-21
17-Dec-21
30-Dec-21
20-Jan-22
27-Jan-22
27-Jan-22
11-Feb-22
11-Feb-22
07-Feb-22
7
3
14
4
11
35
11
30
92
15
15
15
7
15
15
15
15
20
14-Apr-21 03-Jun-21 23-Jul-21 11-Sep-21 31-Oct-21 20-Dec-21 08-Feb-22
Group & Title Decision
Pre-proposal preparation
Literature Review & Proposal
Codes and Reports Review
Preliminary Design Work
Load Calculation
Base Shear Calculation
Modeling in ETABS
Analysis & Exam Break
Slab Design
Staircase Design
Column Design
Lift Wall Design
Beam Design
Basement Wall
Shear Wall
Footing
Report Writing
Workflow Schedule

10. 10
ARCHITECTURAL DRAWING
Column Layout
Basement Plan

11. 11
ARCHITECTURAL DRAWING
G+0 Plan
G+1 to G+8 Plan

12. 12
ARCHITECTURAL DRAWING
4
3
2
1
D
C
B
A
D
C
B
A
5.11 4.95 5.11
17.45
6.20
5.94
7.70
21.89
1.14 1.14
2
B
1
A 1
A
6.20
5.94
7.70
5.94
6.20
3.26 1.68
19.84
4
3
2
1
4
3
2
1
4
3
2
1
D
C
B
A
E
F
D
C
B
A
E
F
17.45
5.11 4.95 5.11
1.14 1.14
21.82
1.14 3.11 1.99 2.36 2.59 1.84
UP
2
B
W7
W5
DN
G9 Plan Roof Plan

13. 13
ARCHITECTURAL DRAWING
West Elevation North Elevation East Elevation South Elevation
4 3 2 1
F
E
D
C
B
A
4
3
2
1
F E D C B A
49.000

14. PRELIMINARYDESIGN
14
150mm
Slab
700mm × 700mm
Column
Primary Beam: 700mm × 400mm
Secondary Beam: 400mm × 250mm
Beam
Deflection control criteria
(IS 456:2000 Cl.23.2.1)
L/d ≤ αλγβ
Short axially loaded members
(IS 456:2000 Cl.39.3)
Pu = 0.4×fck×Ac + 0.67×fy×Asc
Deflection control criteria
(IS 456:2000 Cl.23.2.1)
L/d ≤ αλγβ

15. LOAD CONSIDERED
Load Combination: According to Cl.6.3 of IS 1893:2016
15
Dead Load
Live Load as
per
IS 875 Part II
Earthquake
Load as per IS
1893

16. IRREGULARITY CHECK
16
References S.N. Calculations Results
IS 1893:2016 1 Re-entrant corners Irregularity
Regular
Table 5 ii Projection length in X-direction A=0m
Fig 3b Projection length in Y-direction A=0m
Building dimension parallel to A,
In X-Direction, L=18.0399m
In Y-Direction, L=32.6786m
In X-Direction, A/L= 0 <0.15
In Y-Direction A/L= 0<0.15
IS 1893:2016 2 Vertical Geometric Irregularity
Regular
Table 6 iii Projection length G-9, L1 = 31.988m
Fig 4c Projection length G-8, L2=31.978m
L2<1.25L1
IS 1893:2016 3 Mass Irregularity
Regular
Table 6 ii Seismic wt. at Floor level
Fig 4b First Floor (F1) =7527.499kN
Second Floor (F2) =8428.927kN
1.5F1>F2
IS 1893:2016 4 Stiffness Irregularity
Regular
Table 6 i
G+9 Floor (K0x) =15228663.54
Top Floor (K1x) =13764368.97
G+9 Floor (K0y) =8565006.98
Top Floor (K1y) =7070712.41
K0>K1
IS 1893:2016 5 Torsional Irregularity
Table 5 i For all floor, Δmax < 1.5 Δmin Regular

17. BASE SHEAR CALCULATION
SN Reference Parameters Symbol Values Remarks
1 Base Dimension (m)
Dx 15.1638
Dy 31.9786
2 Height of Building (m) h 32.004
3
IS 1893:2016
(Cl.6.4.2.1)
(Table 3)
Zone Factor Z 0.36 Zone V
4
IS1893:2016
(Cl.7.2.3)
Importance Factor I 1.2
Apartment with
occupancy > 200
5
IS1893:2016
(Cl.7.2.7)
Response Reduction Factor R 5 RC SMRF
6
IS1893:2016
(Cl.7.6.2)
Time Period (s)
Tax 0.74
T = 0.09h /√d
Tay 0.509
7
IS1893:2016
(Cl.6.4.2)
Average Response Acceleration
Coefficient (Sa/g)
X-direction 1.8386 (Sa/g) = 1.36/T for
0.55<T<4 and = 2.5 for
0.1<T<0.55
Y-direction 2.5
8
IS1893:2016
(Cl.6.4.2)
Design Seismic Coefficient
Ahx 0.0794
Ah = (Z/2)(I/R)(Sa/g)
Ahy 0.108
9
IS1893:2016
(Cl.7.2.1)
Base Shear (kN)
X-direction 6495.482
V=Ah×W
Y-direction 8831.922
17

18. LATERAL FORCE CALCULATION
18
Floor
Seismic Weight
(kN)
Height (m) Wi×hi
2 Wi×hi
2/Σ(Wi×hi
2) Qxi (kN) Qyi(kN)
Top 4046.5274 32.004 4144680.068 0.14096 915.628 1244.982
G+9 8324.7157 28.804 6906578.511 0.23490 1525.778 2074.603
G+8 8786.9995 25.603 5760087.744 0.19591 1272.499 1730.220
G+7 8786.9995 22.403 4410067.179 0.14999 974.257 1324.699
G+6 8786.9995 19.202 3240049.356 0.11020 715.781 973.249
G+5 8786.9995 16.002 2250034.275 0.07653 497.070 675.867
G+4 8786.9995 12.802 1440021.936 0.04898 318.125 432.555
G+3 8786.9995 9.601 810012.339 0.02755 178.945 243.312
G+2 8786.9995 6.401 360005.484 0.01224 79.531 108.139
G+1 7896.8128 3.200 80883.580 0.00275 17.869 24.296
Total (Σ) 81777.0520 29402420.473 6495.482 8831.922

19. STOREY SHEAR (kN)
8699.487
8456.175
8023.620
7347.753
6374.504
5049.805
3319.585
1244.982
8807.626
8831.922
6398.083
6219.138
5901.013
5403.943
4688.162
3713.905
2441.406
915.628
6477.614
6495.482
X-direction Y-direction 19

20. SCALING OF BASE SHEAR
20
Scale Factor = Ig/2R
Initial Condition g = 9806.65 mm/s2
Output Case Case Type Step Type FX (kN) FY (kN)
EQx LinStatic -6850.623 0.000
EQy LinStatic 0.002 -9314.853
RSx LinRespSpec Max 3591.132 308.592
RSy LinRespSpec Max 314.286 3557.363
Multiplication factor (Ux) =1.908
Multiplication factor (Uy) =2.618
Scaling Base Shear as per Cl 7.7.3 of IS1893:2016 (Part 1)
Output Case Case Type Step Type FX (kN) FY (kN)
EQx LinStatic -6850.623 0.000
EQy LinStatic 0.002 -9314.853
RSx LinRespSpec Max 6850.624 588.686
RSy LinRespSpec Max 822.949 9314.851

21. MODAL VERIFICATION
21
Case Item Type Item Static (%) Dynamic (%)
Modal Acceleration UX 100 99.37
Modal Acceleration UY 100 99.04
Modal Acceleration UZ 100 96.55
No of Modes considered: 35 Remarks
Contribution of first 3 modes for each principal direction > 65% IS 1893:2016 Table 6 vii
Difference in time period of two principal plan = 11.305% > 10% IS 1893:2016 Table 6 vii
Maximum Drift: 0.002671 < 0.004 IS 1893:2016 (Part 1), Cl. 7.11.1

22. FIRST THREE MODES OF VIBRATION
22

23. 3D Finite Element Modelling Axial Force Diagram 1.5(DL + LL)
STRUCTURAL ANALYSIS AND ETABS OUTPUT
23

24. Shear Force V2-2 Diagram 1.5(DL + LL)
Bending Moment M3-3 Diagram 1.5(DL + LL)
24

25. DESIGN AND DETAILING
25
Grade of Concrete (fck): M25 Grade of Steel (fy): Fe500

26. BEAM
 Flexural member which distributes the vertical load to the column and resist the
bending moment.
 Mode of deflection is primarily by bending.
 Effective Cover: 50mm in Primary Beam
: 40mm in Secondary Beam
Primary Beam Width (B) = 400mm
Depth (D) = 700mm
Secondary
Beam
Width (B) = 250mm
Depth (D) = 400mm
B
D
26

27. BEAM
DETAILING OF BEAM REINFORCEMENT
Beam Type
Support reinforcement Mid Reinforcement Shear Reinforcement
Top Bar Bottom Bar Top Bar Bottom Bar At Support At Mid
Primary
X-axis
6-25mm ϕ 3-25mm ϕ 3-25mm ϕ 3-25mm ϕ
2 legged
8mm ϕ @
100mm c/c
2 legged
8mm ϕ @
250mm c/c
Primary
Y-axis
6-25mm ϕ 3-25mm ϕ 3-25mm ϕ 3-25mm ϕ
2 legged
8mm ϕ @
100mm c/c
2 legged
8mm ϕ @
250mm c/c
Secondary
Beam
2-12mm ϕ 2-12mm ϕ 2-12mm ϕ 4-12mm ϕ
2 legged
8mm ϕ @
85mm c/c
2 legged
8mm ϕ @
175mm c/c
27

28. DETAILING OF BEAM
28
Longitudinal Section of Primary Beam along X-X axis
8mm φ @ 250mm c/c
8mm φ @ 250mm c/c
8mm φ @ 250mm c/c
8mm φ @ 100mm c/c 8mm φ @ 100mm c/c
1050 1090 1090
1300 1300 1300 1300 1300 1300
1090 1090 1050
1 2 3 4
A
A
B
B
B
B
A
A
B
B
A
A
1420
5105.4 4953.0 5105.4
8mm φ @ 100mm c/c
A
A
A
A
A
A
3 nos. 25mm φ
2-legged 8mm φ
700
400
400
700
3 nos. 25mm φ
3 nos. 25mm φ
6 nos. 25mm φ
2-legged 8mm φ
SECTION AT B-B
SECTION AT A-A

29. DETAILING OF BEAM
29
Longitudinal Section of Primary Beam along Y-Y axis
A
A
A
A
A
A
A
A
A
A
8mm φ @250mm c/c
A B C D E F
8mm φ @
100mm c/c
5943.6 7696.2 5943.6 6197.6
1420
6197.6
A
A
A
A
A
A
A
A
A
A
B
B
B
B
B
B
B
B
1300 1300 1300 1300 1300 1300 1300
1300
1300
1300
1365 1365 1300 1300 1740 1740 1300 1300 1365 1365
B
B
8mm φ @
100mm c/c
8mm φ @ 100mm c/c 8mm φ @
100mm c/c
8mm φ @
100mm c/c
8mm φ @250mm c/c 8mm φ @250mm c/c 8mm φ @250mm c/c 8mm φ @250mm c/c
SECTION AT A-A SECTION AT B-B
6nos.-25mm φ 3nos.-25mm φ
2 legged 8mm φ 2 legged 8mm φ
3nos.-25mm φ 3nos.-25mm φ
700
400
700
400

30. DETAILING OF BEAM
30
Longitudinal Section of Secondary Beam
A
A
A
A
A
A
720 720 720 720 720 720
8mm φ @ 85mm c/c 8mm φ @ 85mm c/c 8mm φ @ 85mm c/c
8mm φ @ 175mm c/c 8mm φ @ 175mm c/c 8mm φ @ 175mm c/c
510 745
765 745 765 510
B
B
1 2 3 4
A
A
B
B
A
A
A
A
B
B
5105.4 4953.0 5105.4
2 nos. 12mm φ
SECTION AT A-A
2 nos. 12mm φ
2 legged 8mm φ
400
250
2 nos. 12mm φ
4 nos. 12mm φ
2 legged 8mm φ
SECTION AT B-B
400
250

31. DETAILING OF BEAM
31
TYPICAL LAP DETAIL OF BEAM
L = 6946.20
1420
Zone for
Splicing
Bottom Bar
Zone for
Splicing
Bottom Bar
2d =1300.00
L/3 = 2315 L/3 = 2315
2d = 1300.00
Zone for
Splicing of Top Bar
C D

32. COLUMN
 Vertical load-bearing members that mainly carries compressive loads.
 Transfers the load safely from superstructures to the foundation.
 For section, design moments and design axial loads are obtained from ETABS 2019.
DETAILING OF COLUMN REINFORCEMENT
Column: D2 Column Size Reinforcement
Shear Reinforcement
General Near Joints At Lapping
G+8, G+9
750 × 750
Effective
Cover = 65mm
4-16ϕ 24-16ϕ
8ϕ @ 250mm c/c 8ϕ @ 75mm c/c 8ϕ @ 125mm c/c
G+7 4-20ϕ 24-20ϕ
G+6 4-25ϕ 24-20ϕ
G+3, G+4, G+5 4-25ϕ 24-25ϕ
G+2 4-28ϕ 24-25ϕ
G+1 4-28ϕ 24-28ϕ
G+0, Basement 4-32ϕ 24-32ϕ
32

33. DETAILING OF COLUMN
Sectional Detail of Column Reinforcement
33
750
625
8φ
@
125mm
c/c
in
lap
zone
Joint
Reinforcement
8φ
@
75mmc/c.
L
o
L
o
Special
Confining
Reinforcement
8φ
@
75mmc/c.
G+6
G+5
750
1:6
1
3
5
°
8
0
8
750
750
28 -25φ

34. DETAILING OF COLUMN
34
16-25φ 12-16φ
12-25φ 16-16φ
28-16φ
S.N. Column of Floor Column Detail (D2)
750 x 750
Shape of Lateral Ties
1
2
3
4
5
6
7
Basement to G+0
G+1
G+2
G+3 to G+5
G+6
G+7
G+8 to G+9
28-32φ
16-32φ 12-25φ
12-32φ 16-25φ
28-25φ

35. DETAILING OF COLUMN
35
Longitudinal Section
300 300
8φ @ 150mm c/c
L
o
L
o
750
750
750
1000
1000
8φ
@
125mm
c/c
in
lap
zone
8φ
@
125mm
c/c
in
lap
zone
Joint
Reinforcement
8φ
@
75mmc/c.
Joint
Reinforcement
8φ
@
75mmc/c.
G+3
G+0
Basement
750
750
950
L
o
8φ
@
250mm
c/c
Special
Confining
Reinforcement
8φ
@
75mmc/c.
L
o
Joint
Reinforcement
8φ
@
75mmc/c.
G+2
G+1
750
750
750
1000
1000
8φ
@
125mm
c/c
in
lap
zone
8φ
@
125mm
c/c
in
lap
zone
Joint
Reinforcement
8φ
@
75mmc/c.
Joint
Reinforcement
8φ
@
75mmc/c.
G+4
750
750
750
L
o
L
o
L
o
L
o
Special
Confining
Reinforcement
8φ
@
75mmc/c.
L
o
L
o
L
o
Special
Confining
Reinforcement
8φ
@
75mmc/c.
375
1300

36. DETAILING OF COLUMN
36
Longitudinal Section
L
o
L
o
750
750
750
625
1000
8φ
@
125mm
c/c
in
lap
zone
8φ
@
125mm
c/c
in
lap
zone
Joint
Reinforcement
8φ
@
75mmc/c.
Joint
Reinforcement
8φ
@
75mmc/c.
G+6
G+5
625
625
L
o
L
o
8φ
@
125mm
c/c
in
lap
zone
8φ
@
125mm
c/c
in
lap
zone
Special
Confining
Reinforcement
8φ
@
75mmc/c.
L
o
Joint
Reinforcement
8φ
@
75mmc/c.
Joint
Reinforcement
8φ
@
75mmc/c.
750
750
L
o
L
o
L
o
Special
Confining
Reinforcement
8φ
@
75mmc/c.
L
o
L
o
L
o
Special
Confining
Reinforcement
8φ
@
75mmc/c.
G+8
G+7
750
750
750
625
625
8φ
@
125mm
c/c
in
lap
zone
8φ
@
125mm
c/c
in
lap
zone
Joint
Reinforcement
8φ
@
75mmc/c.
Joint
Reinforcement
8φ
@
75mmc/c.
Top Floor
G+9
750
750
750

37. SLAB
 Plate element forming floor and roofs of buildings.
 Supported by Beam, Column and Walls.
 Carries and Transfers loads primarily by flexure.
 Since all edge are continuous there is no need of Torsional reinforcement.
 Effective Cover = 25mm
DETAILING OF SLAB REINFORCEMENT
Span Depth
Diameter of
Bars
Spacing
Shorter Span (Top & Bottom)
150mm
8mm ϕ 250mm c/c
Longer Span (Top & Bottom) 8mm ϕ 250mm c/c
37

38. DETAILING OF SLAB
Bottom Reinforcement Top Reinforcement 38
4
3
2
1
D
C
B
A
E
F
D
C
B
A
E
F
4
3
2
1
4
3
2
1
D
C
B
A
E
F
D
C
B
A
E
F
4
3
2
1
X X
Y
Y
X X
Y
Y
1270
1270
1270
1270
1270
1270
1270
1270
1230
1230
1230
1230
1230
1230
1230
1230
1230
1230
1230
1270
1270
1270
1270
770
770
740
740
740
740
740
740
740
740
740
740
740
770
770
770
770
770
770
770
770
470
930
470
930
470
930
470
930
450
900
450
900
450
900
450
900
580
1160
580
1160
1160
580
1160
580
450
900
900
450
470
930
930
470
930
470
450
900
900
450
470
930
930
470
1540
770 1540
770 1490
750
750
1490
1540
770 1540
770
1540
770 1540
770 1490
750
750
1490
1540
8mm φ @ 150mm c/c
8mm φ @ 150mm c/c
8mm φ @ 150mm c/c
1146 5105 4953 5105 1674
1270
1270 1230
1270
1270
770
1855
6198
5944
7696
5944
6198
1675
770
770
770
770
740
770
740
740
1270 740
740
960
960
960
960
1270
1540
1146 5105 4953 5105 1674
1855
6198
5944
7696
5944
6198
1675
8mm φ @ 150mm c/c
770
930
470
770

39. DETAILING OF SLAB
Longitudinal section of slab along X-X Axis
39
5105.4
1230 1270 1270
PB
PB
PB
PB
4953.0 5105.4
1143.0 1676.4
770
1540
770
1540
750 750
1490 1490
770
1540
770
1540
1270 1270 1230
1 2 3 4
8mm φ @ 150 mm c/c
8mm φ @ 150 mm c/c

40. DETAILING OF SLAB
Longitudinal section of the slab along Y-Y Axis
40
6197.6 5943.6
1676.4 3848.1
470
6197.6 1678.8
PB PB PB
PB PB PB
960
960 740 740 740
740 740 960
960
580 580
1160 1160
450 450
900
900
900 900
470
450
900
450
900
5943.6
930
470 470
930 930
470
930
775 770 770 770
470 470
930 930
470
930
740 740
580
1160
450
900
450
900
740
580
1160
450 450
8mm φ @ 150 mm c/c
930
770
770
770
A B C
D E F
SB SB
SB
SB SB
770
8mm φ @ 150 mm c/c
8mm φ @ 150 mm c/c
150

41. STAIRCASE
 Means of access to different floor levels of building.
 Consist of flights of steps, usually with one or more intermediate landing provided
between different floor levels.
 Staircase in our project was Open well (3-turn) type.
 Effective Cover = 25mm
DETAILING OF STAIRCASE REINFORCEMENT
Staircase Thickness
Main reinforcement Distribution Bar
Diameter Spacing Diameter Spacing
Flight 1 & 3 150mm 12mm ϕ 100mm c/c 8mm ϕ 275mm c/c
Flight 2 150mm 12mm ϕ 300mm c/c 8mm ϕ 275mm c/c
41

42. DETAILING OF STAIRCASE
42
12 mm φ @ 100mm c/c
8mm φ @ 275mm c/c
STAIRCASE SECTION OF SECOND FLIGHT
(CANTILEVER)
STAIRCASE SECTION OF FIRST FLIGHT
(SIMPLY SUPPORTED)
STAIRCASE SECTION OF THIRD FLIGHT
(SIMPLY SUPPORTED)
1525 1525
1525 1525
1155
Riser = 130 Tread = 310
8mm φ @ 275mm c/c
12 mm φ @ 100mm c/c
8mm φ @ 275mm c/c
1525 3960 1525
150
150
150
L = 2860
L = 2380
0.3L = 860
0.3L = 860
0.3L = 715
0.3L = 715
8mm φ link @ 300mm c/c
8mm φ Nosing bar in each step
8mm φ link @ 300mm c/c
8mm φ Nosing bar in each step
8mm φ link @ 300mm c/c
TYPICAL CHAIR BAR DETAIL
8mm φ link @ 300mm c/c in each step
200
200
12mm φ @ 275mm c/c
8mm φ U-Bars (Nominal)

43. RAFT FOUNDATION
 A continuous slab resting on the soil that extends over the entire footprint of the
building, thereby supporting the building and transferring its weight to the ground.
 Effective Cover = 60mm
DETAILING OF RAFT FOUNDATION REINFORCEMENT
Span Depth
Top Reinforcement Bottom Reinforcement
Diameter Spacing Diameter Spacing
Along Shorter Span 1300mm 20mm ϕ 200mm c/c 20mm ϕ 200mm c/c
Along Longer Span 1300mm 20mm ϕ 200mm c/c 20mm ϕ 200mm c/c
43

44. DETAILING OF RAFT FOUNDATION
Plan of Mat Foundation 44
Y
Y
x x
20mm φ bar 200mm c/c
(on both layer)
20mm φ bar 200mm c/c
(on both layer)
19914
2375
2375
36729
2375 2375
5105 4953 5105
6198
5944
7696
5944
6198

45. DETAILING OF RAFT FOUNDATION
Section along X-X direction
45
1 2 3 4
2000
20mm φ Chair @ 1m2
20mm φ @
200mm c/c
20 mm φ @
200mm c/c
2000
1300
970
450
100mm thick PCC 1:3:6
One layer Flat Brick Soiling
450

46. DETAILING OF RAFT FOUNDATION
Section along Y-Y direction
46
A B C
D E F
20mm φ Chair @ 1m2
2000
1300
20mm φ @
200mm c/c
20mm φ @
200 mm c/c
2000
970
450
100mm thick PCC 1:3:6
One layer Flat Brick Soiling

47. LIFT WALL
 Lift is a vertical transport equipment that efficiently moves people or goods between
floors of a building or other structure.
 The lift wall has been designed as the reinforced wall, monolithic to the other structural
members which are subjected to the direct compression.
 Clear Cover = 30mm
DETAILING OF LIFT WALL REINFORCEMENT
Direction Thickness
Vertical Reinforcement Horizontal Reinforcement
Diameter Spacing Diameter Spacing
X
230mm
12mm ϕ 260mm c/c 12mm ϕ 245mm c/c
Y 12mm ϕ 255mm c/c 12mm ϕ 245mm c/c
47

48. DETAILING OF LIFT WALL
48
300 300 300 300
12mm φ bars @ 260mm c/c
Vertically
12mm
φ
bars
@
255mm
c/c
Vertically
12mm φ bars @ 245mm c/c
Horizontally
12mm
φ
bars
@
260mm
c/c
Vertically
515
1095
Plan of Lift Wall Section at 1-1
720
1095
515
3940
230 1980 230
2440
1300
12mm φ bars @ 245mm c/c
Horizontally
1
1
2
2
Section at 2-2
12mm φ bars @ 245mm c/c
Horizontally
1300
12mm
φ
bars
@
255mm
c/c
Vertically

49. SHEAR WALL
 Vertical element of a system that is designed to resist in-plane lateral forces,
typically wind and seismic loads.
 Clear Cover = 40mm
DETAILING OF SHEAR WALL REINFORCEMENT
Direction Thickness
Vertical Reinforcement Horizontal Reinforcement
Diameter Spacing Diameter Spacing
X
230mm
12mm ϕ 220mm c/c 12mm ϕ 220mm c/c
Y 12mm ϕ 185mm c/c 12mm ϕ 185mm c/c
Boundary Element 12mm ϕ 100mm c/c 12mm ϕ 80mm c/c
49

50. DETAILING OF SHEAR WALL
50
1300
12mm φ bars @ 220mm c/c
Horizontally
12mm
φ
bars
@
220mm
c/c
Vertically
1
1
Plan of Shear Wall Section at 1-1
12mm φ bars @ 185mm c/c
Horizontally
12mm
φ
bars
@
185mm
c/c
Vertically
Section at 2-2
2
2
12mm φ bars @
220mm c/c
8 - 12mm φ bar
8
-
12mm
φ
400
400
400
2830
2250
12mm φ bars @
220mm c/c
230
230
12mm φ bars @ 185mm c/c
12mm φ bars @ 185mm c/c
Column A1
400
1300
Y
Y
X X
300 300
300 300

51. DETAILING OF SHEAR WALL
51
Detailing of Boundary Element
8-12mm φ @ 100mm c/c
Column
A1
2250
400 400
12mm φ bars @ 220mm c/c
Horizontal
Special confining bar 12mm φ
@ 80mm c/c
12mm φ bars @ 220mm c/c
Vertical
Section at X-X
1300
Column
A1
2830
400
Section at Y-Y
1300
400
8-12mm φ @ 100mm c/c
12mm φ bars @ 185mm c/c
Horizontal
Special confining bar 12mm φ
@ 80mm c/c
12mm φ bars @ 185mm c/c
Vertical

52. BASEMENT WALL
 To retain the earth and to prevent moisture from seeping into the building.
 Handles the pressure of the side walls and provides space for living inside the walls.
 Effective Cover = 40mm
52
Assumed Value Symbol Value
Angle of internal friction of soil θ 30°
Unit weight of soil ϒ 17 kN/m3
Safe bearing capacity of soil qs 200 kN/m2
Surcharge produced due to the vehicular movement Ws 5 kN/m2

53. BASEMENT WALL
53
DETAILING OF BASEMENT WALL REINFORCEMENT
Face Thickness
Vertical Reinforcement Horizontal Reinforcement
Diameter Spacing Diameter Spacing
Inner- Parking
230mm 12mm ϕ 120mm c/c
12mm ϕ 445mm c/c
Outer- Earth 12mm ϕ 240mm c/c

54. DETAILING OF BASEMENT WALL
54
300 300
12mm
φ
bars
@
120mm
c/c
Vertically
12mm φ bars @ 240mm c/c
Horizontally
1070
Innerface
Outerface
Plan of Basement Wall near Base
Section at 1-1
750
750
1
1
12mm φ bars @ 445mm c/c
Horizontally
12mm φ bars @ 240mm c/c
Vertically 12mm φ bars @ 445mm c/c
Horizontally
12mm φ bars @ 240mm c/c
Horizontally
1
1
Plan of Basement Wall near Top
750
750
12mm φ bars @ 120mm c/c
Vertically 12mm φ bars @ 445mm c/c
Horizontally
12mm φ bars @ 240mm c/c
Horizontally
1300
230
230

55. DETAILING OF BASEMENT WALL
Elevation Section of Basement Wall
55
1070
1300
1070
Innerface Outerface
12mm φ bars @ 240mm c/c
Vertically
12mm φ bars @ 120mm c/c
Vertically
12mm φ bars @ 445mm c/c
Horizontally
12mm φ bars @ 240mm c/c
Vertically
12mm φ bars @ 120mm c/c
Vertically
12mm φ bars @ 240mm c/c
Horizontally
1300

56. DISCUSSION & CONCLUSION
 We acquired the knowledge about the analysis of RCC buildings more deeply
theoretically and practically.
 The pure intention of this project was academic only, but we have made an effort to
make it feasible for the real construction as well.
 Effective use of ETABS 2019.
 We are able to develop our knowledge to decrease the gap between academic and
professional use.
56

57. REFERENCES
 Jain, A.K. (2002) Reinforced Concrete (Limit State Design), Nem Chand and Bros, 6th edition.
 Sharma, N. (2016), Reinforced Cement Concrete Design, S.K. Kataria & Sons, 2nd Edition.
 Agarwal, P. & Shrikhande, M. (2016), Earthquake Resistant Design of Structures, PHI Learning Private
Limited, Fifteenth Printing.
 Sinha, S.N. (1996), Reinforced Concrete Design, Tata McGraw- Hill, 2nd Edition.
 Gohel, D.R. (2020). STRUCTURAL DESIGN OF REINFORCED CONCRETE SHEAR WALL.
International Research Journal of Engineering and Technology (IRJET), 7(5), 1396-1401.
 V. Nagaraju, et. al. (2018). ANALYSIS AND DESIGN OF MULTI - STOREY BUILDING UNDER
LOAD . International Research Journal of Engineering and Technology (IRJET), 5(3), 3817-3824.
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58. THANK YOU !!!
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