This document provides an analysis and design summary for a G+3 storied reinforced concrete building project. It outlines the aims, requirements, methodology, codes, and steps used for the structural design. Load combinations are defined according to Indian codes for gravity, seismic, and limit state design. Analysis was performed using STAAD Pro software, including modal analysis and equivalent static analysis. Results such as member forces, reactions, and concrete quantities are presented and compared to hand calculations. The summary provides an overview of the process and outcomes of analyzing and designing the main structural elements of the multi-story building.

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

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:
1. Indian Standard Plain and Reinforced Concrete code of Practice. IS 456: 2000
2. 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. 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 13920 : 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 1.5 -
DL + IL  EL 1.2 1.2 1.2
DL  EL 1.5 - 1.5
DL  EL 0.9* - 1.5

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

11. 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 + 1.5 IL
 1.5 DL ± 1.5 ELx
 1.5 DL ± 1.5 ELy
 1.2 DL + 1.2 IL ± 1.2 ELx
 1.2 DL + 1.2 IL ± 1.2 ELy

12. 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. 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. 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
e
a
ehB W
g
),T(S
I/R
2/Z
WV

 

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,
0.16 for zone III, and 0.10 for zone II (Table 2, IS 1893: 2002)

18. 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
1893 : 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 :
2002)
• 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
75.0
h075.0T 

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
d/h09.0T 

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 25 - 50 % 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

 2
jj
2
ii
Bi
hw
hw
Vf

27. EQUIVALENT LATERAL FORCES
ALONG HEIGHT

 2
jj
2
ii
Bi
hw
hw
Vf
h4
h2
f4
f3
f2
f1
VB
W4
W2

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

29. DRAWINGS OF THE BUILDING FOR THIS
PROJECT WORK
Architectural Plan &

30. STRUCTURAL PLAN
Floor 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
Calc.
Hand
Calc.
Staad
Calc.
Hand
Calc.
Staad
Calc.
Hand
Calc.
Staad
Calc.
Hand
Calc.
Staad
Calc.
C14 181 169.433 511 453.315 841 735.429 1171 1020 1325 1170
C7 101 104 292 303.916 483 503.414 674 706.117 800 852.558
C13 50 54.42 168 169.82 286 285.27 404 400.542 490 495.655
C15 281 278.494 532 520.989 783 766.924 1034 1020 1182 1170
C19 54 51.349 194 180.459 334 310.215 474 441.850 562 532.336
C21 66 60.517 219 204.970 372 350.843 525 500.211 627 604.470
C22 162 155.841 491 482.208 820 806.089 1149 1130 1316 1300
C23 372 322.842 644 587.939 916 862.873 1188 1140 1130 1300
C27 36 42.947 127 142.668 218 241.906 309 340.663 385 426.148
C28 41 40.052 123 147.465 205 250.920 287 354.343 360 438.851

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 OMRF SMRF OMRF SMRF OMRF SMRF
13 229.271 641.455 564.394 757.048 633.749 911.172 726.224 1142.358 864.935
14 666.280 1172.756 1172.756 1172.756 1172.756 1172.756 1172.756 1172.756 1172.756
15 694.341 1264.153 1183.887 1397.866 1255.239 1576.149 1362.209 1843.575 1522.664
19 324.336 585.778 546.029 645.403 581.803 724.902 629.503 844.150 701.052
21 368.960 765.260 680.478 892.431 756.781 1061.993 858.519 1316.337 1011.125
22 764.558 1306.692 1306.692 1306.692 1306.692 1306.692 1306.692 1306.692 1306.692
23 814.883 1696.833 1506.922 1981.700 1677.842 2361.522 1905.736 2931.258 2247.576
27 264.126 584.173 508.920 697.052 576.648 847.557 666.951 1073.316 802.406
28 270.490 634.688 543.050 772.145 625.524 955.421 735.490 1230.335 900.438

36. CONCRETE QUANTITY BY STAAD OUTPUT RESULT
SL. No Gravity load ZONE II(M3) ZONE III(M3) ZONE
IV(M3)
ZONE V(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
SL. No Gravity
load(Newton)
ZONE
II(Newton)
ZONE
III(Newton)
ZONE IV(Newton) ZONE V(Newton) ZONE V(Newton)
Safe structure
OMRF 91196 98292 79097 69675 42267 409014
SMRF -- 79177 76673 68737 44374 261917
Steel quantity by staad output result

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