Project Report

1. A Project Report on
ANALYSIS AND DESIGN OF G+3 SHOPPING COMPLEX
Submitted for partial fulfillment of award of
BACHELOR OFTECHNOLOGY
Degree in
Civil Engineering
Under the Guidance of
Er. Tabsheer Ahmad
Department of Civil Engineering
Integral University Lucknow-226026
Session 2015-2016
Submitted by
Amit Pandey 1200111023
Ashutosh Kr .Yadav 1200111035
Dhananjay Singh 1200111040
Indrajeet 1200111057
Kumar Gaurav 1200111063

2. CERTIFICATE
This is to certifies that project entitled “ANALYSIS AND DESIGN OF (G+3)
SHOPPING Complex” which is being submitted by AMIT PANDEY ,ASHUTOSH
KUMAR YADAV ,DHANANJAY SINGH ,INDRAJEET, KUMAR GAURAV in partial
fulfilment of the award of the degree of Bachelor of Technology (Civil
Engineering) have been carried out by them under our supervision and
guidance they have been show interest in doing the project , and I wish them
the best in their future career
MR. TABSHEER AHMAD
ASST. PROFESSOR
DEPT. OF CIVIL ENGINEERING
INTEGRAL UNIVERSITY
LUCKNOW
MR. KASHIF KHAN
HEAD OF DEPARTMENT
DEPT. OF CIVIL ENGINEERING
INTEGRAL UNIVERSITY
LUCKNOW

3. DECLARATION
We declare the project entitled “Analysis and design of (G+3) Shopping
Complex” is the bonafide work carried out by me, under the guidance of Er.
TABSHEER AHMAD, further we declare that this has not previously formed
the basis of award of any degree , diploma , associate-ship or other similar
degree of diplomas , and has not been submitted anywhere else.
AMIT PANDEY 1200111023 CIVIL (FINAL YEAR)
ASHUTOSH KUMAR
YADAV
1200111035 CIVIL (FINAL YEAR)
DHANANJAY SINGH 1200111040 CIVIL (FINAL YEAR)
INDRAJEET 1200111057 CIVIL (FINAL YEAR)
KUMAR GAURAV 1200111063 CIVIL (FINAL YEAR)

4. • Knowledge in itself is a continuous process. I would have never succeeded in completing my task
without the co-operation, encouragement and help provided to me by various personalities.
• With deep sense of gratitude I express my sincere thanks to my esteemed and worthy supervisor,
Mr. Tabsheer Ahmad , Assistant Professor, Department of Civil Engineering, for his invaluable
guidance, wild discussions, sincere encouragement and constructive criticism during the
conceptualization, of this study. The prolonged interactions with him even at odd hours of the day
have really inculcated in me the spirit of an independent practicing structural engineer.
• I wish to express my sincere thanks to Mr. Tabsheer Ahmad Assistant Professor who has been a
constant source of inspiration for me through out this dissertation work.
• The technical guidance and constant encouragement made it possible to tie over the numerous
problems, which so ever came up during the study. My greatest thanks are to all who wished me
success. Above all I render my gratitude to the Almighty who bestowed self-confidence, ability
and strength in me to complete this work.
ACKNOWLEDGEMENTS

5. TABLE CONTENT
• 1 Introduction
• 2 Design criteria and specification
• 3 Brief Description of Structural Elements
• 4 STADD.PRO V8i
• 5 INTRODUCTION TO STRUCTURAL DESIGN
• 6 DESIGN OF SLAB (GROUND FLOOR)
• 7 STAAD WORK

6. INTRODUCTON
Structural design involves determining most , suitable proportion of a structure
dimensioning of the structural element and detail of which it is composed. This is the
most highly technical and mathematical phase of a structural engineering project. But
it cannot or certainly shouldn’t be conducted without fully coordinate with the
planning and construction phase of the project . The successful designer is at all- time
fully conscious of the various consideration. Which were involved in preliminary
planning of the structure and likewise, of the various problems which may later be
involves in its construction.
Specially the structural design of any structure first involves the establishment of the
loading and other design condition which must be the resisted by the structure and
therefore must be considered and its design. Then comes to the analysis of the
structure and then comes to analysis of the internal forces (thrust, shear bending and
twisting moment) stress, intensities strain, deflection and reaction reduced by load
and other design consideration . Finally comes to proportional the effect produced by
design condition. The criteria used judge whether particular proportional the effect
produced by design condition. The criteria used judge whether particular proportion
will result in design behaviour reflect accumulated knowledge, intuition, and
judgement.

7. WORKING STRESS AND LIMIT STATE METHOD
Working stress method has been the tradition method used for reinforced concrete design where
it is assumed that concrete is elastic, steel and concrete act together elastically and relationship
b/w loads and stresses is linear right up to collapse of the structure.
 Working stress method becomes obsolete now days. The elastic concept is mainly used for
computation of deflection. It is uneconomical and with it we are not able to predict the
behaviour of structure at ultimate loads.
In the ultimate load method the working loads are increased by suitable factor to obtain ultimate
loads. These factor are called load factor. The tensile strength of concrete is ignored in section
subjected to bending.
While limit state method the object of design is to achieve an acceptable probability that a
structure will not become unserviceable in its life time for the use for which it intended, that is, it
will not reach a limit state.
 In the limit state design method these parameter are determined based on observation taken
over a period of time. These parameter will thus influenced by chance or random effect not just a
single instant but throughout the entire period of time or the sequence of time that is being
considered.

8. BRIEF DESCRIPTIN OF STRUCTURAL ELEMENTS
We are going to deal with the project of the four storey shopping
complex which consist of following parts which are designed serially:
1. Design of slab
2. Design of beams
3. Design of columns
4. Design of staircase
5. Design of foundation

9. SLABS
• Slabs are plate elements forming floors and roofs of buildings and carrying distributed loads
primarily by flexure. A slab may be supported by beams or walls and may be used as the flange of
a T-or-L-beam.
• Classification of slabs:
• A)one-way slabs spanning in one direction , that is supported on it opposite edges.
• B)Two-way slabs spanning in both directions, that is supported on four edges.
• C) Circular slabs.
• D) Flat slabs resting directly on columns with no beams.
• E) Grid floor and ribbed slabs.

10. BEAMS
• Beam is flexure member which taken the load of the slab and transmits it to the columns. Due to
imposed load on it bending moment and shear forces are induced in it.
• Bending moments are generally critical at mid spans and shear forces are crucial near the
supports. A beam made of plain concrete has very load carrying capacity since it has low tensile
strength .
• It is therefor reinforced by placing steel bars in the tensile zone of the concrete beam so that the
compressive bending stress is carried by concrete and tensile bending stress is carried entirely by
steel reinforcing bars.

11. CLASSIFICATION OF BEAMS:
• A) On the basis of steel provided:-
• 1) Singly reinforced beam: In this steel is provided only in tension zone.
• 2) Doubly reinforced beam: In this steel is provided both in tension as well as
compression region.
• B) On the basis of load transmission:-
• 1) Square: Beans in which breadth and width of the cross-section are same.
• 2) Rectangle: Beams in which breadth and depth are unequal.
• 3) Trapezoidal: Beams in which the cross-section is of trapezoid shape etc.
• C) On the basis of load transmission:-
• 1) Primary beam: The beams which directly transmit the load to columns.
• 2) Secondary beam: The beams which transfer the load to primary beams and the
primary beams transmit then to columns.

12. LOAD TRANSMITTED TO SUPPORTING BEAMS FROM COLUMN
• The load on beams supporting solid slabs spanning in two direction at right angles and
supporting uniformly distributed loads may be assumed to be in accordance with following fig.

13. COLUMN
A column may be defined as an element used primarily to support axial
compressive loads with a height of at least three times its lateral dimension.
Generally all columns are subjected to some moments which may be due to
accidental eccentrically or to end restraint imposed by monolithically placed
beams or slabs.
CLASSIFICATION OF CLOUMN:
1) Shape of cross-section: Rectangle, Square, Circular or polygon.
2) Effective slenderness ratio: The ratio of effective column length to least lateral
dimension is referred to as effective slenderness ratio.

14. STADD.PRO V8i
STADD.PRO is the leading structural analysis and design software from Bentley.
STADD.PRO is the professional’s choice for steel , concrete , timber , aluminium
and cold formed steel design of virtually any structure including culverts , petrochemical
plants , tunnels , bridges , and much more . The “i” in the new V8i version stands for ; intuitive
interactive , intrinsic , incredible and interoperable.
Bentley calls V8i the most comprehensive and significant release in its history ,
Which took a total investment of over a billion dollars and span across the vast array of
Disciplines with underlying theme and mission : continues to be “Sustaining Infrastructure” .

15. SALIENT FEATURES:
A. State of the art graphical environment with standard MS windows functionality.
B. Full range of analysis including static , P-delta , pushover , response spectrum , time
History , cable , buckling ad steel , concrete and timber design.
C. Object – oriented intuitive 2D/3D graphical model generation.
D. Support truss and beam members plate , solids , linear and non-linear cables and
Cantilever beams .
E. Advance automatic loads generation facilities for wind , area , floor and moving
Loads.
F. Toggle display of loads ,supports , properties , joints etc.
G. Joint , member/element mesh generation with flexible user controlled numbering
Scheme.

16. INTRODUCTION TO STRUCTURAL DESIGN
Engineering is a professional art of applying science to the efficient conversion of natural
resources for the benefit of man. Therefore, requires above all creative imagination to
innovate useful application of natural phenomenon.
The entire process of structural planning and design requires not only imagination and
conceptual thinking but also sound knowledge of practical aspect such as recent design codes
and bye-laws, backed up by ample experience, institution and judgment.
It is emphasized that any structure to be constructed must satisfy the need efficiency
for it is intended and shall be durable for its desired life span. Thus, the design of any
structure is categorizes in following two main types:
• l) Functional design
• 2) Structural design

17. Functional design: The structure to be constructed should primarily serve the basic
purpose for which it is to be used and must have a pleasing look.
The building should provide happy environment inside as well as outside. Therefore, the
functional planning of a building must take into account the proper arrangement of room/ halls
to satisfy the need of the client, good ventilation, lighting, acoustic, unobstructed view in the
case of community halls, cinema theatres etc.
Structural Design: Once the form of the structure is selected, the structure design process
stars. Structure design Is an art and science of understanding the behavior of structural
members subjected to load and designing them with economy and elegance to give a safe,
serviceable and durable structure.

18. Stages in structural design: The process of structural design involves the following stages:
a) Structural planning
b) Action of forces and computation of loads
c) Method of analysis
d) Member design
e) Detailing, Drawing and Preparation of schedules

19. 1).Structural Planning:
After getting an architectural plan of the buildings, the structural planning of the building
frame is done. This involves determination of the following.
a) Position and orientation of columns
b) Positioning of beams
c) Spanning of slabs
d) Layout of stairs
e) Selecting proper type of footing

20. a). Positioning and orientation of columns: Following are some of the building
principles, which help in deciding the position of columns.
1). Column should preferably be located at (or) near the corners of a building and at the
intersections of the beams/walls.
2). Select the position of column so as to reduce bending moments in beams.
3). Avoid larger span of beams.
4). Avoid larger centre-to-centre distance between columns
5). Columns on property line.

21. Orientation of Columns:
1). Avoid projection of columns: The projection of columns outside in the room should be
avoided as they not only give bad appearance but also obstruct the use of the floor space,
creating problem in placing furniture flush with the walls. The width of the column is
required to be kept not less than 200 mm to prevent the column from being slender. The
spacing of the column should be considerably reduced so that the load on column on each
floor is less and the necessity of large sections for column does not arise.
2). Orient the column so that the depth of the column is contained in the major plane of
bending or is perpendicular to the major axis of bending. This is provided to increase
moment of inertia and hence greater moment resisting capacity. It will also reduce Leff/d
ratio resulting in increase in the load carrying capacity of the column.

22. b) Positioning of beams:
1) Beam shall normally be provided under the walls or below a heavy concentrated load to avoid
this load directly coming on slabs.
2) Avoid larger spacing of beams from deflection and cracking criteria (the defection varies
directly with the cube of the span and inversely with the cube of the depth i.e. L3/D',
consequently increase in span L which result in greater deflection for larger span
c) Spanning Of slabs: This is decided by supporting arrangements. When the support are
only on opposite edges or only in one direction, then the slab act as one way supported
slab. When the rectangular slab is supported along its four edges it act as a one way
slab when Ly/Lx<2.

23. Action of forces and computation of loads: The various structural actions
which a structural engineer required to know are as follows:
(i) Type Of structural actions: A structure is subjected to the following types of basic
structural actions.
(ii) Axial force action: This occur in the case of in one dimensional (discrete) Member like
columns, arches, cables, and member of truss. and it is caused by forces passing through the
centroidal axis and inducing axis (tensile or compressive) stresses only.
(iii) Membrane Action: This occurs in the case of two dimensional structures like plates and
shells. This induces forces along the axial surface only.
(iv) Bending Action: The forces either parallel or transverse, to the member axis and
contained in the plane of bending induce bending (tensile and compressive) stresses. The
bending may be one or both axe which are perpendicular to the moment axis (Ex. Beams)
(v) Shear Action: The shear action is caused by in-plane parallel forces including shear stresses.

24. Twisting Action: This action is caused by out of plane parallel forces i.e. forces not
contained in the plane of axis of the member but in plane perpendicular to axis of the member
including torsional moments and hence shear stresses in the member. (ex. Beams holdings
cantilever slabs, beam curved in plain and loaded vertically.
Combined Action: It is a combination of one or more of above actions. It produces complex tresses
condition in the member.
The different types of loads which act on a structure are given below:
1). Dead Load includes the weight of all permanent components of a building walls, partitions,
columns, floors, roofs, finishes and fixed permanent equipment and fitting that are an integral
part of the structure. Unit weight of the building materials shall be in accordance with IS 875
(PART 1): 1988.
2). Imposed Load or Live Load is either moveable or moving loads without any
acceleration or impact in accordance with IS 875(PART 2): 1987.

25. 3). Impact load is caused by vibration or impact or acceleration. A person walking produce a
live load but soldier marching or frames supporting lifts and hoists produce impact.
4). Wind load is primarily horizontal load caused by movement of air relative to earth the wind
load on building/structure shall be in accordance with IS 875 (PART 3) : 1988.
5). Seismic load on the building structures, in accordance with IS 1983 (Part-I): 2002.
6). Snow load show loading on building shall be in accordance with IS 875 (part-4) 1988.
7). Special loads and load combination special load and load combination shall be in
accordance with IS 875 (PART 5) : 1988

26. DESIGN OF SLAB (GROUND FLOOR)
• GRADES USED (M-20 and Fe-415)
• EFFECTIVE SPAN= 5.3m*6m
• Two adjacent edges of the slab continuous and other two discontinuous Since ly/lx=6m/5.3m
=1.14<2
• So,it will be two way slab.
•
• Thickness of slab = effective span/(L/d*modification factor)
•
• =5300/32
• d=160 mm
• So provide 180 mm overall depth of slab will effective cover 20 mm Effective depth ‘d’ =180-20
• = 160 mm

27. Load calculation-
• Self-weight of slab =0.160*1*1*25
• =4.25 KN/m2
• Imposed load = 3KN/m2 (IS 875 part 2)
• Partition load = 1 KN/m2
• floor finish = 0.5 KN/m2
• Total load = 8.75KN/m2
• Factored load Wu = 13.125 KN/m2

28. MOMENT CALCULATION-
Refer IS456:2000 table 26 case no. 4
In span ‘x’ direction
Coefficient for negative moment = 0.071
Coefficient for positive moment =0.053
In span ‘y’ direction
Coefficient for negative moment =0.071
Coefficient for positive moment =0.053
Design negative moment for ‘X’ span
• = αX*W*lx*lx
• =0.056*13.125*5.3*5.3
• =22.415 KN-m

29. Design positive moment for ‘x’ span
• =αx*w*1x*1x
• =0.042*14.25*5.3*5.3
• =16.81KN-m
• Similarly in ‘Y’ direction
Design negative moment for ‘Y’ span
=18.18 KN-m
Design Positive moment for ‘Y’ span
• =14 KN-m
• Xu lim = 0.48*d
• = 0.48*160
• = 76.8mm
• Mu lim =0.36*fck*Xulim*(d-0.42*Xulim)
• = 0.36*20*1000*76.8*(160-0.42*76.8)
• = 70.63KN-m
• Singly reinforced section can be designed.

30. Design for negative reinforcement-
• For ‘X’ span direction Using the expression
• Mu = 0.87*fy*Ast*d*(1-(Ast/bd)*(fy/fck)
• Mu =22.415 KN-m
• d=160 mm
• 22.415 *106 =0.87*415*Ast*160*(1-(Ast/1000*160)*(415/20)
• Ast = 410.5mm2

31. • Ast min = (0.12/100)*160*1000
• =192 mm2
• Provide Ast =410.5 mm2
• Spacing = (π/4*10*10*1000)/410.5
• =191.2 mm
• Provided 10mm @ 200 mm c/c For ‘Y’ direction
• Mu = 18.81 KN-m d= 160-10
• = 150
• 18.81*106 =0.87*415*Ast*150(1-(Ast/1000*150)*(415/20)
• Ast =360.03 mm2 Ast min =192mm2
• Provide Ast =360.03mm2
• Spacing = (π/4*10*10*1000)/360.03
• =218 mm
• Provided 10mm @ 220 mm c/c

32. Design positive reinforcement-
• In X-direction
• Mu = 16.81 KN-m
• 16.81*106 = 0.87*415*Ast*160*(1-Ast/1000*160)*(415/20)
• Ast =302 mm2
• Spacing = (π/4*10*10*1000)/302
• =260 mm
• Provided 10mm @ 280 mm c/c In Y-direction
• Mu = 14 KN-m
• Provided 10 mm @ 300 mm c/c

33. DESIGN OF BEAM
• GRADED M20 AND Fe 415
• The beam is continuous over more than 3 spans
• L=6m, Wd = 24.5, Wl =29.25 KN/m
• fck= 20 N/mm , fy=415N/mm2
• Cross sectional dimensions
• d= 1/12 to 1/15 of 6000
• let, d = 500 mm, D = 550,
• b = 1/2 to 1/3 of 500= 300

34. • Design moment Mu and design shear Vu
• self-weight of beam = 0.30*0.39*1*25 =2.925KN/m
• Wall load = .230*2.7*20 = 12 KN/m
• load on beam due to slab = Wa{3-(a/b)2} = 13.125*5.3{3-(5.3/6)2}
• = 25.73 KN/m
• Total Wd =40.655 KN/m
• Wud =1.5*40.655 =60.98 KN/m
•
• The moment is maximum at support next to end Support to end support (see table 13 of IS 456 –
2000) Mu =60.98 *62 /8 = 274.42 KN-m
•
• Max. shear force occurs at outer side of the support next to end support ( table 13 of IS 456
• -2000)
•
• Vu =60.98*6/2 = 182.94 KN

35. • Design of longitudinal reinforcement –
• Since it is Fe 415 steel
• Xu lim = 0.48*d =.48x500 = 240mm
• Mu lim = 0.36*fck*b*Xu lim*(d – 0.42*Xu lim)
• = 206.94 KN-m
• Mu >Mu lim , hence doubly reinforced section is to be designed.
• To find Ast1 to resist Mulim
• C = T
• = 0.36*fck*b*Xu lim = 0.87 fy* Ast1
• Ast1= 985.6 mm2
• To find Ast2
• Mu2 = Mu- Mulim = 67.48 KN-m
• Mu =0.87*fy*Ast2(d-d’)
• Ast2= 373.7 mm2
• Provided 16mm dia 5 bars in tension zone(Ast=1004.8mm2) and 16mm dia 2 bars in comp. zone
(Ast=401.5mm2)

36. • Design of shear reinforcement
•
• Cv = Vu /bd =182.94x1000/300x500
• =1.2196 N/mm2
• Pt = 1000.4x100/300x500 = .6698
• From table (19 Is code 456) Cc =.52 N/mm2
• Ccmax = 2.8 N/ mm2
• Shear reinforcement are to be designed Total shear force = Vu=182.94
KN Spacing= .87fyAsvd/Vus =355.8mm
• Hence provided 2-legged 8mm stirrups at 300mm c/c.

37. • Check for deflection
• L/d basic =20
• Modification factor for tensile steel (F1)
• Pt= 0.6698, F1= .90
• No of compressive steel F2=1.12
• Not flunged section F3 = 1
• Maximum L/d ratio = F1x F2x F3x20
• = .90x1.12x1x20 =20.16
• L/d provided = 6300/500 = 12.6
• L/d provided < L/d max.

38. MODELING