1. ANALYSIS & DESIGN OF G+3 STORIED REINFORCED CONCRETE BUILDING
Guide: Prof. Sanjaya Kumar Patro
Presented by: Abhilash Chandra Dey

2. Presentation outline Aim of the project
Requirements of Design of RC building
Steps in Design of RC Buildings
Methodology
Limit State Design
Seismic Analysis
Drawings of the Building for this project work
Procedure of Design
Discussion of results
Conclusion

3. Aim of the project
Carrying out a complete analysis and design of the main structural elements of a multi-storey(G+3) building including slabs, columns.
Getting familiar with structural software's ( Staad Pro ,Staad Foundation, AutoCAD)
The aim of the project is to plan and design the framed structure of a residential building and compare with the design by Staad Pro.
Designs will be as per following codes: Indian Standard Plain and Reinforced Concrete code of Practice. IS 456: IS:875(1987) code of practice for design loads
3. IS:1893(2002), Indian Standard Criteria for Earthquake Resistant Design of structures
4. IS:13920(1993), Ductile Detailing Of Reinforced Concrete Structures Subjected to seismic forces

4. Requirements of Design of RC building
Selection of Good Structural System to Resist Gravity, Wind & Seismic Forces
Proper Analysis and Design
Good Detailing
Quality Construction

5. Steps in Design of RC Building
Structural System
Preliminary Analysis
Proportioning members
Detailed Analysis
Evaluation

6. Structural Requirements
Resistance required to protect against
Shear Failure
Flexural Failure
Axial Failure

7. Indian Codes and Standards
Codes used in Earthquake-Resistant Design of Reinforced Concrete Buildings
IS 456 : 2000
IS 875 : 1985 Parts I, II & V
IS 1893 : 2002 Part I
IS : 1993

8. Limit State Design
A structure is considered to have reached its limit state, when the structure as a whole or in part becomes unfit for use, for one reason or another, during its expected life
Various Limit States
Collapse – Failure modes
Serviceability – Deflections and Drifts
Durability – Crack width and permeability control

9. Partial Safety Factors for Loads AS PER IS:456
Limit State of Collapse
Load Combination DL IL
EL/WL
DL + IL
1.5 -
DL + IL  EL
1.2
DL  EL
0.9*

10. Limit State of Serviceability (Short-term effects)
Load Combination DL IL
EL/WL
DL + IL
1.0 -
DL + IL  EL
0.8
DL  EL

11. Load Combinations: 1893 Requirements
Only one component of earthquake ground motion need be considered at a time
For limit state of collapse, the following load combinations should be considered
1.5 DL IL
1.5 DL ± 1.5 ELx
1.5 DL ± 1.5 ELy
1.2 DL IL ± 1.2 ELx
1.2 DL IL ± 1.2 ELy

12. Load Combinations: 1893 Requirements
For overturning, the following load combinations should be considered
0.9 DL ± 1.5 ELx
0.9 DL ± 1.5 ELy
One needs to establish the member design forces (axial force, shear, bending moments) for earthquake along x-axis (ELx) and for earthquake along y-axis (ELy) separately to combine them with forces obtained for DL and IL analyses

13. LOAD COMBINATION USED IN THIS PROJECT
For gravity load case:
Load combination 4= 1.0(DL+LL)
Load combination 5= 1.5(DL+LL)
For Zone ii, zone ii, Zone iv, Zone V:
Combination load case 6: 1.0(DL+LL)
Combination load case 7: 1.0(EQX+0.3EQZ +1.0DL+0.25LL Floor)
Combination load case 8: (-1.0EQX+0.3EQZ +1.0DL+0.25LL Floor)
Combination load case 9: (0.3EQX+1.0EQZ +1.0DL+0.25LL Floor)
Combination load case 10: ( 0.3EQX -1.0EQZ +1.0DL+0.25LL Floor)

14. Combination load case 11: 1.5(DL+LL)
Combination load case 12: (1.0EQX+0.3EQZ +1.0DL+0.25LL Floor)*1.2
Combination load case 13: (-1.0EQX+0.3EQZ +1.0DL+0.25LL Floor)*12
Combination load case 14 : (0.3EQX -1.0EQZ +1.0DL+0.25LL Floor)*1.2
Combination load case 15: (0.3EQX+1.0EQZ +1.0DL+0.25LL Floor)*1.2
Combination load case 16: 1.5(EQX+0.3EQZ+1.0DL)
Combination load case 17: 1.5(-EQX+0.3EQZ+1.0DL)
Combination load case 18: 1.5(0.3EQX+1.0EQZ+1.0DL)
Combination load case 19: 1.5(0.3EQX-1.0EQZ+1.0DL)

15. Seismic Analysis Procedures
Seismic Coefficient Method (SCM)
Equivalent Static Forces
Response Spectrum Method (RSM)
Modes Shapes and Modal Participation
Time-History Analysis (THA)

16. Seismic Coefficient Method
Effects of earthquake are considered as equivalent lateral forces
Design seismic base shear
The design base shear is the sum of lateral forces applied at all levels that are finally transferred to the ground

17. SCM – Zone Factor
Z is the zone factor: the value of peak ground acceleration given in the units of ‘g’ for the maximum considered earthquake
The value Z/2 corresponds to design basis earthquake – damage control limit state
Based on the history of seismic activities and seismo-tectonic understanding, the entire country has been divided into four zones, and the Z values are: 0.36 for zone V, 0.24 for zone IV, for zone III, and 0.10 for zone II (Table 2, IS 1893: 2002)

18. Seismic Zoning Map (IS1893 : 2002)

19. SCM – Response Factor R
R is the response factor and controls the permitted damage in design basis earthquake
The minimum value of R is 3 and maximum is 5. However, to use higher values of R, special ductility detailing requirements are a must and the designer is accepting more damage but in a controlled manner (Table 7, IS 1893 : 2002)

20. SCM – Importance Factors
I is importance factor and permitted damage could be reduced by setting the value of I more than 1
For buildings like hospitals, communication and community centers, the value is 1.5 (Table 6, IS : 2002)
R/I together defines permitted damage

21. SCM – Soil Classification
Sa is the spectral acceleration to be established in m/sec2 or Sa / g as dimensionless value
For 5 percent damping, three different curves are recommended in IS 1893 : 2002 for different stiffness of supporting media – rock, medium soil and soft soil
The classification of soil is based on the average shear wave velocity for top 30m of rock/soil layers or based on average Standard Penetration Test (SPT) values for top 30m (Table 1, IS 1893 : )
Detailed geo-technical investigations are required to classify soil type

22. SCM – Soil Classification
Class I – Rock or Hard Soil: Well graded gravel and sand gravel mixture with or without clay binder having Corrected Standard Penetration Value N > 30
Class II – Medium Soil: All soils with N between 10 and 30 or gravelly sand with little or no fines (classification SP) with N > 15
Class III – Soft Soil: All soils other than SP with N < 10

23. SCM – Time Period of Building
The spectral acceleration Sa is a function of the Fundamental Time Period of the Structure
For RC framed building without brick infill panels, the Time Period in seconds may be estimated as
where h is height of building in meters

24. SCM – Time Period of Building
The spectral acceleration Sa is a function of the Fundamental Time Period of the Structure
For all other buildings, including moment resisting frame building with brick infill panels, the Time Period may be estimated as
in which d is the base dimension of building in meters at plinth level along the direction of ground motion

25. SCM – Seismic Weight
We is the effective seismic weight of the building measured in Newtons
Seismic weight includes all Dead Loads (that of floor slabs, finishes, columns, beams, water tanks, permanent machines etc.)
Seismic weight includes only part of Imposed loads, for example % of imposed load for buildings (Table 8, IS 1893 : 2002) and no live load on roof
Imposed load used in design are not mean loads but characteristic loads
Only a part of inertia forces due to imposed loads can be transferred to the resisting elements
One needs to calculate participating weight floor-wise as well as its distribution on the floor

26. SCM – Equivalent Lateral Forces
The equivalent lateral forces are computed from total base shear assuming parabolic deflected shape (or parabolic distribution of lateral forces)
In this expression, Wi is the seismic weight for the i-th floor and hi is the height of the floor measured from the base (plinth level)
The force fi is the resultant of inertia forces at i-th floor

27. Equivalent Lateral Forces along HeightW4 f4 f3 W2 f2 h4 f1 h2 VB

28. DESIGN PROCESS FOR THE PROJECT
PREPARATION OF STRUCTURAL PLAN
NUMBERING AND NOMENCLATURE FOR MEMBERS
DESIGN FOR GRAVIT LOAD
SOFTWARE
MANUAL
ANALYSIS OF FAILURE IN DESIGN WITH SEISMIC FORCES
DESIGN FOR SAFE STRUCTURE

29. Drawings of the Building for this project work
Architectural Plan & Elevation

30. STRUCTURAL PLAN
Floor Plan
Roof Plan

31. NUMBERING AND NOMENCLATURE
Numbering of Beam & Column

32. Staad-pro MODAL views

33. 3-D MODEL BY STAAD-PRO
Before
After

34. AXIAL LOADS IN COLUMN ( GRAVITY LOAD )
Column No.
TOP STOREY Pr (KN)
3rd STOREY Pr+Pf (KN)
2nd STOREY
Pr+2Pf (KN)
1st STOREY
Pr+3Pf (KN)
PLINTH
Pr+3Pf +PP (KN)
Hand
Calc.
Staad
C14
181
511
841
1171
1020
1325
1170 C7
101
104
292
483
674
800
C13 50
54.42
168
169.82
286
285.27
404
490
C15
281
532
783
1034
1182
C19 54
51.349
194
334
474
562
C21 66
60.517
219
372
525
627
C22
162
491
820
1149
1130
1316
1300
C23
644
916
1188
1140
C27 36
42.947
127
218
309
385
C28 41
40.052
123
205
287
360

35. Reaction in vertical direction at foundation level
Column nos.
Gravity load
ZONE II (Kn)
ZONE III (Kn)
ZONE IV (Kn)
ZONE V (Kn) Kn
OMRF
SMRF 13 14 15 19 21 22 23 27 28

36. concrete quantity by staad output result
SL. No
Gravity load
ZONE II(M3)
ZONE III(M3)
ZONE IV(M3)
ZONE V(M3)
Safe structure
OMRF
104.4
74.3
57.4
45.1
28.2
331.8
SMRF --
69.5
62.5
52.3
33.8
311.6
Steel quantity by staad output result
SL. No
Gravity load(Newton)
ZONE II(Newton)
ZONE III(Newton)
ZONE IV(Newton)
ZONE V(Newton)
Safe structure
OMRF
91196
98292
79097
69675
42267
409014
SMRF --
79177
76673
68737
44374
261917

37. DESIGN OF FOOTING FOR SAFE STRUCTURE
Combination Of Single & Combined footing
Single Footing

38. DISCUSSION OF RESULTS
By comparison of the axial load in gravity load case it is found that load calculated in manual calculation there is variation in between Staad-pro results.
By comparing the maximum bending moment and shear force in column and beams it is found that staad-pro result is more reliable then manual calculation. Staad-pro results are more then manual
Reinforcement design is purely based on bending moment and axial load for column and bending moment and shear force in beam as there is very large increase of forces in members & the section are chosen by considering the gravity load case.
Larger cros-section and reinforcement required for Higher seismic zones for design of safe section.
Bending moment , Shear force, Axial force and Reaction at foundation level increases with increase in Zone number and for OMRF case it is greater value calculated by Staad-pro
Footing member calculated by staad-pro is larger and having more reinforcement than manual design. For higher load in seismic zone in Re-entraint corner requirement of footing section is very high.

39. Conclusion
Using of commercial structural design Softwares is economic and more reliable for analysis and design of structure.these are user friendly and less time taking.
Irregularity in plan and re-entraint corner should should no be provided.
OMRF casa design is more critical than SMRF for a structure
A structure should be designed for a combination of Gravity load with Seismic or wind load as per codal provision.

40. Thank you