Final Year Presentation

1. PRESENTATION
ON FINAL YEAR PROJECT
PROJECT TITLE:
SEISMIC ANALYSIS AND STRUCTURAL DESIGN OF MULTI-STOREY
COMMERCIAL CUM RESIDENTIAL BUILDING
GROUP MEMBERS:
ASIK MAHARJAN(070/BCE 01)
AJIT DHUNGANA (070/BCE/04)
BISHAL PAUDEL (070/BCE/20)
DINESH SHRESTHA (070/BCE/25)
SUPERVISOR:
ER. PRADIP PAUDEL

2. PRESENTATION OUTLINE
• INTRODUCTION / BACKGROUND
• SCOPE AND OBJECTIVE
• DESCRIPTION OF PROJECT
• LIMITATION
• ARCHITECTURAL DRAWING
• METHODOLOGY
• LOAD CALCULATION
• MODELING
• DETAILING
• CONCLUSION
2

3. • This project deals with seismic resistance structural design
of the building.
• In the preliminary design phase the load (dead and live)
being applied in the structure is calculated.
• The component of the structure such as beam, column and
slab are designed based on these calculated load.
• Structural analysis program(SAP) has been used for
modeling of structure.
• Detail design of structural member is done on the basis of
IS 456 : 2000 & SP 16.
• The text book “reinforced concrete limit state design” by
A.K Jain is used as reference.
INTRODUCTION / BACKGROUND
3

4. SCOPE AND OBJECTIVE
SPECIFIC OBJECTIVE
• Identification of structural arrangement of plan.
• Getting familiar with structural software( SAP2000 ,AutoCAD)
• Getting real life experience with engineering practices
MAIN OBJECTIVES:
• Carrying out a complete analysis and design of the main structural
elements of a multi-storey building including slabs, columns,
shear walls and beams.
4

5. DESCRIPTION OF PROJECT
Project : Seismic Analysis And Structural Design of Office-
Residential Building
Location : Kathmandu
Structure system : RCC framed structure
Plinth area : 277.44 m2
No. Of Storey : 6 Storey
Floor height : 2.8956 m
Concrete : M20
Rebar : Fe415
Soil type : Hard (assumed)
Slab : 125mm
Beam : 230mm * 450mm
Column : 450mm * 450mm
Type of Foundation : Mat Foundation (600mm)
Sesimic Zone : Zone V
5

6. I. WORKING STRESS METHOD
II. ULTIMATE LOAD METHOD
III. LIMIT STATE METHOD
(OUR PROJECT WAS DESIGNED USING THE
LIMIT STATE METHOD.)
6
DESIGN METHOD

7. IDENTIFICATION OF LOADS
• DEAD LOAD ARE CALCULATED AS PER IS 875 (PART 1)-
1987
• LIVE LOAD ARE CALCULATED AS PER IS 875 (PART 2)-1987
• SEISMIC LOAD ACCORDING TO IS 1893(PART 1)-2002
CONSIDERING KATHMANDU LOCATED AT ZONE V
7

8. LIMITATION
 EARLY FEASIBILITY OF THE PROJECT ARE ASSUMED TO BE
DONE.
 BUILDING IS MODIFIED ARCHITECTURALLY.
 DATA MANIPULATION IS CHECKED MANUALLY WITH
UNDERLYING CONCEPT BUT SOME SIMILAR SECTIONS ARE
RELIED SOLELY OF SOFTWARE DUE TO TIME LIMITATION.
 BASEMENT WALL IS NOT DESIGNED IN MAT FOUNDATION.
 WIND LOAD WAS NOT CONSIDERED DURING THE DESIGN.
 BEARING CAPACITY OF THE SITE WAS ASSUMED.
 IN PLANE STIFFNESS OF WALL WAS NOT CONSIDERED.
 SAP MODAL OF STAIRCASE WAS NOT MADE.
8

9. ARCHITECTURE
DRAWING
9

10. 10

11. 11

12. 12

13. 13

14. 14

15. 15

16. 16

17. METHODOLOGY
Output of data from SAP ( Max. BM, Max. SF., Max. AF, reinforcement area etc.)
Modeling of structure
in SAP 2000
Run of SAP model
Input of loads in
model
Dead load calculation Live load calculation
Design of structural members using output
of SAP data, IS code and Excel Programming
Detailing of structural members
Verification of
critical sections
Data collection (Architectural Drawings)
Preliminary Designs
SAFE?
NO
YES
NOT OK
OK
Seismic load
calculation
17

18. PRELIMINARY DESIGN
• THE SECTION SHOULD BE GIVEN INITIALLY WHILE
DOING ANALYSIS IN ALMOST ALL SOFTWARES,
SO THE NEED OF PRELIMINARY DESIGN IS VITAL.
• PRELIMINARY DESIGN IS CARRIED OUT TO
ESTIMATE APPROXIMATE SIZE OF THE
STRUCTURAL MEMBERS BEFORE ANALYSIS OF
STRUCTURE.
• PRELIMINARY DESIGN WAS CARRIED OUT FOR
SLAB, BEAM AND COLUMN.
18

19. MAIN BEAM :
MAX. SPAN OF MAIN BEAM IN X-DIRECTION, L =4.496M
DEPTH OF BEAM = L/15 = 299.733MM
ADOPT DEPTH OF BEAM = 400MM
EFFECTIVE COVER = 50 MM
OVERALL DEPTH, D = 450 MM
PROVIDE OVERALL DEPTH, D= 450 MM
PROVIDE WIDTH OF BEAM =230 MM
19
PRELIMINARY DESIGN FOR BEAM

20. DIMENSIONS OF THE BIGGEST ROOM = (3.934M X 4.4196M)
SHORTER SPAN OF ROOM C/C = 3.934M
FROM IS 456:2000 CL. 23.2.1
FROM DEFLECTION CRITERIA,
𝒍𝒙
𝒅
= 𝜶𝜷𝜸𝜹𝝀
𝜶= 26 FOR CONTINUOUS SLAB
𝜷 = 𝜸= 𝜹= 𝝀 = 1 (ASSUME)
SO, D = 3.934 *1/26 = 151.42 MM
ADOPTED = 100MM AND
D = 100 + 25 = 125 MM
EFFECTIVE COVER = 25 MM
20
PRELIMINARY DESIGN OF SLAB

21.  COLUMN:
• LOAD ON CRITICAL COLUMN =147.6351KN FROM ONE
FLOOR
• SELF WT OF COLUMN=3% OF 147.6351 = 4.43 KN (ASSUME)
• NO. O F STOREY =6
• WORKING LOAD ON CRITICAL COLUMN (P)
=(147.6351+4.43)*6
=912.4 KN
• TOTAL FACTORED LOAD ON CRITICAL COLUMN
(PU)=1.5*P
=1368.586KN
• ASSUME % OF STEEL(P)=2%
• PU=0.4*FCK*AC+0.67FY*ASC
• PROVIDE 350MM*350MM SQUARE COLUMN.
21
PRELIMINARY DESIGN FOR COLUMN

22. 22
PRELIMINARY DESIGN
DIMENSION
SLAB 125mm
BEAM 230mm*450mm
COLUMN 350mm*350mm

23. CM AND CS CALCULATION
• CENTRE OF MASS:
FOR GROUND FLOOR
XM= 15.291M YM=9.002M
FOR 1ST TO 5TH FLOOR(SAME)
XM= 15.423M YM=8.851M
• CENTRE OF STIFFNESS
FOR GROUND FLOOR
XS= 15.196M YS=8.494M
FOR 1ST TO 5TH FLOOR(SAME)
XS= 15.156M YS=8.540M
23

24. CALCUALTION OF ECENTRICITY
• FOR GROUND FLOOR
o FOR 1ST TO 5TH FLOOR (SAME)
FOR PERMISSIBLE ECCENTRICITY(5% OF LATERAL LENGTH)
24
ex = 0.095 m
ey = 0.508 m
ex = 0.267 m
ey = 0.311 m
ex = 1.44272 m
ey = 0.7048 m

25. CALCUALTION OF BASE SHEAR
•Seismic load:As per IS 1893 ( Part 1 ) :2002
Wi= Total dead load + Reduced live load
Reduced live load:
If L.L>=3 KN/m², RLL = 50% of LL
if L.L< 3 KN/m², RLL = 25% of LL
For roof, RLL= 0
Base shear(VB)=Ah*W (Clause 7.7.1)
Ah =(Z*I*Sa)/(2*g*R)
Where, Ah=Horizontal acceleration coefficient
W=Seismic weight of the structure
z=Zone factor given in Table 2
I=Importance factor in table 6
R=Response reduction factor in table 7
Sa/g=Average response acceleration
coefficient in fig 2
25

26. NOW,
Lateral force (Qi) =(Vb*Wi*Hi^2)/∑(Wi*Hj^2)
where
Qi =Design lateral force at floor i,
Wi =Seismic weight of floor i,
hi =Height of floor I from base
n =No. of story in the building
26

27. CALCULATION OF SEISMIC WIEGHT
Floor
Dead Load
(KN)
Live Load
(KN/m2)
Total Seismic
Weight (KN)
Top roof 67.826 0 67.82648
Roof 608.157 1.5 608.1573
5st 4280.297 2.5 4441.671
4nd 4280.297 2.5 4441.671
3rd 4280.297 2.5 4441.671
2th 4280.297 2.5 4441.671
1th 4280.297 2.5 4441.671
Total Seismic Weight = 22208.35
27

28. BASE SHEAR IN X-DIRECTION
EL in X-direction
Fundamental Natural Period (T) = 0.09h/√d Clause 7.6.2; IS 1893:2002
Height of Building(h) = 20.269m
Base dimension of Building at PL(d) = 29.794m
Fundamental Natural Period (T) = 0.334sec
Design Horizontal Seismic coefficient
(Ah) = Clause 6.4.2; IS 1893:2002
Where
Zone Factor (Z) = 0.36 For Seismic Zone V Annex of CI.7.6.1 IS 1893:2002
Importance Factor (I) = 1 Table 6 (Clause 6.4.2); IS 1893:2002
Response Reduction Factor ( R) = 5SMRF Table 7 (Clause 6.4.2); IS 1893:2002
For Hard soil and T=0.334
Avg.Response Acceleration coefficient
(Sa/g) = 2.5 Clause 6.4.5; IS 1893:2002
Design Horizontal Seismic coefficient
(Ah) = 0.090
Design Base Shear(VB) = Ah*W Clause 7.5.3; IS 1893:2002
1998.752KN
28

29. BASE SHEAR IN Y-DIRECTION
Fundamental Natural Period (T) = 0.09h/√d Clause 7.6.2; IS 1893:2002
Height of Building(h) = 20.269m
Base dimension of Building at PL(d) = 14.097m
Fundamental Natural Period (T) = 0.486sec
Design Horizontal Seismic coefficient
(Ah) = Clause 6.4.2; IS 1893:2002
0
Where
Zone Factor (Z) = 0.36 For Seismic Zone V Annex of CI.7.6.1 IS 1893:2002
Importance Factor (I) = 1 Table 6 (Clause 6.4.2); IS 1893:2002
Response Reduction Factor ( R) = 5SMRF Table 7 (Clause 6.4.2); IS 1893:2002
For Hard soil and T=0.571sec
Avg.Response Acceleration coefficient
(Sa/g) = 2.058 Clause 6.4.5; IS 1893:2002
Design Horizontal Seismic coefficient
(Ah) = 0.074
Design Base Shear(VB) = Ah*W Clause 7.5.3; IS 1893:2002
1645.536KN
29

30. DISTRIBUTION OF BASE SHEAR
Distribution of Base Shear
Floor Wi(KN) hi(m) Wi *hi
2
Base Shear (VB)
Design Lateral
force (Qi) Lateral Shear (Vi)
X(KN) Y(KN) X(KN) Y(KN) X(KN) Y(KN)
Top roof 67.8264773 20 27873.561 1998.75185 1645.536 24.648 20.292 24.648 20.292
Roof 608.157292 17 183618.12 1998.752 1645.536 162.369 133.676 187.017 153.968
5st 4441.67077 14 931286.89 1998.752 1645.536 823.516 677.985 1010.533 831.953
4nd 4441.67077 12 596023.61 1998.752 1645.536 527.050 433.911 1537.583 1265.864
3rd 4441.67077 8.7 335263.28 1998.752 1645.536 296.466 244.075 1834.049 1509.939
2th 4441.67077 5.8 149005.9 1998.752 1645.536 131.763 108.478 1965.811 1618.417
1th 4441.67077 2.9 37251.476 1998.752 1645.536 32.941 27.119 1998.752 1645.536
Total = 2260322.8
30

31. SAP MODELING
31

32. OUTPUT FROM SAP
32

33. OUTPUT OF SAP
33
TABLE: Base Reactions
OutputCase CaseType GlobalFX GlobalFY GlobalFZ
Text Text KN KN KN
eqx LinStatic -2013.905 1.707E-12 1.535E-12
eqy LinStatic 1.269E-11 -1918.677 -5.116E-12

34. 34
TABLE: Modal Load Participation Ratios
OutputCase ItemType Item Static Dynamic
Text Text Text Percent Percent
MODAL Acceleration UX 99.9591 97.1237
MODAL Acceleration UY 99.9595 96.9604
MODAL Acceleration UZ 0.3459 0.0487

35. 35
TABLE: Modal Participating Mass Ratios
OutputCase StepType StepNum Period UX UY UZ SumUX SumUY
Text Text Unitless Sec Unitless Unitless Unitless Unitless Unitless
MODAL Mode 1 0.814023 0.02005 0.54267 0.000008431 0.02005 0.54267
MODAL Mode 2 0.775679 0.22627 0.23348 4.677E-08 0.24632 0.77615
MODAL Mode 3 0.744852 0.5718 0.02763 4.514E-08 0.81812 0.80378
MODAL Mode 4 0.260856 0.00299 0.07463 0.00005284 0.82112 0.87841
MODAL Mode 5 0.24787 0.05004 0.03008 3.324E-07 0.87116 0.90849
MODAL Mode 6 0.239516 0.05134 0.01118 6.62E-08 0.9225 0.91968
MODAL Mode 7 0.149995 0.00097 0.02128 0.00005464 0.92347 0.94095
MODAL Mode 8 0.14263 0.03245 0.0042 0.000003289 0.95592 0.94515
MODAL Mode 9 0.134987 0.00376 0.0164 0.000001996 0.95968 0.96155
MODAL Mode 10 0.111629 0.00885 0.00271 0.00008696 0.96853 0.96426
MODAL Mode 11 0.110814 0.00267 0.00533 0.00028 0.9712 0.96959
MODAL Mode 12 0.104052 0.00003894 0.00001733 7.982E-07 0.97124 0.9696

36. 36
TABLE: Modal Periods And Frequencies
OutputCase StepType StepNum Period Frequency CircFreq Eigenvalue
Text Text Unitless Sec Cyc/sec rad/sec rad2/sec2
MODAL Mode 1 0.814023 1.2285 7.7187 59.578
MODAL Mode 2 0.775679 1.2892 8.1002 65.614
MODAL Mode 3 0.744852 1.3425 8.4355 71.157
MODAL Mode 4 0.260856 3.8335 24.087 580.17
MODAL Mode 5 0.24787 4.0344 25.349 642.56
MODAL Mode 6 0.239516 4.1751 26.233 688.16
MODAL Mode 7 0.149995 6.6669 41.889 1754.7
MODAL Mode 8 0.14263 7.0112 44.052 1940.6
MODAL Mode 9 0.134987 7.4081 46.547 2166.6
MODAL Mode 10 0.111629 8.9583 56.286 3168.2
MODAL Mode 11 0.110814 9.0241 56.7 3214.9
MODAL Mode 12 0.104052 9.6106 60.385 3646.3

37. OUTPUT FROM SAP
DIMENSION
• BEAM:
230MM*450MM
• COLUMN:
450MM*450MM
37

38. DETAIL DESIGN
38

39. SLAB DESIGN
39

40. 40
Determine factored load
W=1.5(DL+LL)
Determine ratio ly/lx
Two way slab
One way slab
Determine moment
coefficient IS 456 ,table 12
Calculate moment at mid , edge
M=wlx
2/12
Determine type of panel
e.g. one long end discontinuous
Determine moment coeff. IS
456 Table 26 e.g. mid ,edge
Calculate Mx=αxwlx
2
My= αywlx
2
Calculate area of steel Ast
M = 0.87 fYAst (d-fY Ast / fckd)
Determine spacing
of bars
Sv = Abar/Agross*1000
Ast>Astmin
=0.12%bD
Sv
<300mm
or 3d
No
Yes
FLOW CHART
OF
SLAB DESIGN
If ly/lx <2

41. • SLAB (TWO WAY) :
LY=4.496 M
LX=4.420 M
DESIGN LOAD,W ==10.838 KN/M2
GRADE OF CONCRETE = 20 MPA
STRENGTH OF STEEL =415 MPA
AREA OF STEELALONG LONG SPAN
SPACING 8MM Ø@ 100 MM C/C (AT SUPPORT TOP BARS)
8MM Ø@ 175 MM C/C (AT MIDDLE BOTTOM BARS)
AREA OF STEELALONG SHORTER SPAN
SPACING 8 MM Ø@ 175MM C/C (AT SUPPORT TOP BARS)
8MM Ø@ 175 MM C/C (AT MIDDLE BOTTOM BARS) 41

42. • SLAB (ONE WAY) :
LY=1.6002 M
LX=2.937 M
DESIGN LOAD,W ==10.838 KN/M2
GRADE OF CONCRETE = 20 MPA
STRENGTH OF STEEL =415 MPA
AREA OF STEELALONG LONG SPAN
SPACING 8MM Ø@ 300 MM
AREA OF STEELALONG SHORTER SPAN
SPACING 8 MM Ø@ 175 MM
42
wlx
2

43. SLAB DETAILING
AND DRAWING
43

44. 44

45. 45

46. 46

47. TWO WAY WAY SLAB SECTION
47

48. ONE WAY WAY SLAB SECTION
48

49. DESIGN OF
BEAM
49

50. 50
Take moment of each beam (Mu)
Calcualte Mlim
Mlim=0.133fckbd2
If Mu< Mlim
Under reinforced section
Over reinforced section
Calcualate M= Mu-Mlim
Calcualte Ast1 from Mlim by
Ast1= Mlim/ (0.87*fy*(d-0.42*xlim))
Calcualte Ast from
Mu= 0.87fy Ast(d-0.42xu)
Calculate
No. of bars = Ast/Abar
Calculate Asc by Asc=M/(fsc*(d-d’))
Ast >Ast min=
0.12% of bD
No
Yes
FLOW CHART
OF
BEAM DESIGN
(Moment Bar)
Calculate Ast2 by
Ast2=M/(0.87*fy*(d-d’))
Calculate Ast =Ast1 + Ast2
Calculate
N0. of bars= Ast/Abar
Ast >Ast min=
0.12% of bD

51. DESIGN RESULTS
• BEAM =2F-34
• SIZE OF BEAM = 230MM*450 MM
• STIRRUPS 8MM DIA 2-LEGGED :
@ 200MM C/C AT MID PORTION
@ 100MM C/C AT SUPPORT
51
All bars
20mm Ø Left end mid span Right end
Top 4 2 4
Bottom 4 2 4

52. 52

53. BEAM
DEATILING AND
DRAWING
53

54. BEAM SECTION
54

55. BEAM’S STIRRUPS
55

56. COLUMN
DESIGN
56

57. 57
Select Maximum
Mu= /M2/ + /M3/
Mux = /M2/ & Muy = /M3/
Calculate moment due to
minimum eccentricity by
Muxe = Pu * ey & Muye = Pu * ex
Take corresponding (Pu)
Assume d’ and find ratio d’/D
Assume suitable Asc and
find p= Asc/(B*D)
Mux = Max. of Mux and Muxe
Muy = Max. of Muy and Muye
Design as biaxial bending
Yes
FLOW CHART
OF
COLUMN
The assumed reinforcement is OK
Calculate minimum
eccentricity ex and ey
C
Determine Muxl, Muyl using
appropriate chart from SP-16 with
ratios p/fck, d’/D and Pu/ (fck*BD)
Calulate the ratios
Pu/(fck*BD) and p/fck
IncreaseAsc (steel
reinforcement) and find p.
Calculate Pu/Puz
Determine αn from table
from Pu/Puz and αn
C
If (Mux/Mux1) αn +
(Mux/Mux1) αn >1
No

58. RESULT OF COLUMN DESIGN
• GRADE OF CONCRETE = 20 MPA
• STRENGTH OF STEEL =415 MPA
• OVERALL DEPTH OF COLUMN, D = 450MM
• WIDTH OF COLUMN, B =450BMM
• HEIGHT, L = 2.8956M
• EFFECTIVE COVER =45MM
• DIAMETER OF LONGITUDINAL REBAR , Φ=20MM
58

59. 59
1064 1c2 686.365 95.1469 21.3503 8 12 1.861 0.42709
1064 1c2 683.478 36.0626 163.046 7 12 1.861 0.75211
no. of
rod
Pt(%) Check
Frame
Column
ID.
Factored
Load(K
Mx (KN-
m)
My (KN-
m)
Comb
No.
φ(mm) No.of bar Pitch(mm)
Longitudinal 20 12
Lateral ties 8 250
Confining 8 100

60. 60

61. COLUMN
DETAILING AND
DRAWING 61

62. 62

63. 63

64. STAIRCASE
DESIGN
64

65. GEOMETRY OF STAIR- CASE
• TYPE OF STAIR – CASE = DOG-LEGGED
• WIDTH OF STAIR-CASE = 1500 MM
• NO. RISERS = 12 NOS.
• TREAD = 240 MM
• RISER = 120 MM
• FLOOR TO FLOOR HEIGHT = 1.448M
65

66. DESIGN STEPS OF STAIRCASE
66
• Thickness of waist slab
• Calculation of load on flight and landing
• Calculation of moment
• Calculation of depth
• Calculation of steel
• Check for shear
• Check for development length
DETAILING

67. DESIGN RESULTS
• OVERALL DEPTH(D)= 225 MM
• REINFORCEMENT :-
• LONGITUDINAL BAR 10 MM DIA @ 80 MM C/C
• DISTRIBUTION BAR 8 MM BAR @ 180MM C/C
• LD = 475 MM
67

68. STAIRCASE DETAILING AND DRAWING
68

69. 69

70. DESIGN OF
FOOTING
70

71. MAT FOUNDATION
• FOR EARTH QUAKE CONSIDERATION ALSO SOIL
BEARING CAPACITY (FACTORED) =150KN/M2
• SUMMATION OF FORCES= 34185.3KN
• DEPTH OF FOUNDATION REQUIRED=508.614MM
• DEPTH OF FOUNDATION PROVIDED=600MM WITH
EFFECTIVE COVER 50MM
• PROVIDE 20MM BARS@200MMC/C AT TOP AND
BOTTOM IN BOTH DIRECTIONS.
71

72. FOUNDATION
DRAWING
72

73. 73

74. 74

75. 75
CONCLUSION
•The various structural component of the building are
made designed safe as well as economic as far as
possible.
•The complicated task is made simpler one using SAP.
•We got more confidence after tackling with various
problem during the structural analysis and design.

76. 76
THANK YOU