Design Shopping Centre University Campus

DESIGN OF RESIDENTIAL BUILDING
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CHAPTER- 1
INTRODUCTION
SUBHARTI INSTITUTE OF TECH NOLOGY & ENGINEERING
CIVIL DEPARTMENT,MEERUT Page

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1.1) AIM AND OBJECTIVE OF PROJECT
To constructs the eco-friendly and feasible shopping Centre cum cafeteria in the S.R.M.,
UNIVERSITY campus, Lucknow.
The aim of design is the achievement of an acceptable probability that structures being
designed will perform satisfactorily during their intended life. With an appropriate degree
of safety, they should sustain all the loads and deformations of normal construction and
use, and have adequate durability and resistance to the effects of misuse and fire.
 A shopping mall, shopping Centre, shopping arcade, shopping precinct or
simply mall is one or more buildings forming a complex of shops representing
merchandisers, with inter-connecting walkways enabling visitors to easily walk
from unit to unit, along with a parking area — a modern, indoor version of the
traditional marketplace.
 A cafeteria is a restaurant where people choose their food form a counter and
take it to their table paying for it.
One of the influencing structures of civil engineering is shopping centre. A shopping
centre is a place where people can purchase items according to their need.This report is in
response to a brief to provide an analysis of shopping centre design with particular regard
to the S.R.M. UNIVERSITY, Deva road, LUCKNOW.
Mall will provide a single roof for various shops. The mall performs the creation of a set of
different shop such as book store, shoe store, cafe house etc.
In reality the response to these rules is both an art and a science. The science tells us that
the shopping center is a machine, with very precise design requirements. The art comes in
the creative manipulation of the rules to produce a development that is a unique response
to the special nature of the context and customer.

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In this project we have discussed all works required for construction purpose, i.e. survey
and site investigation, planning, design studies etc.
Emphasis is placed on the problems-
 A SHOPPING CENTRE was much awaited necessity of hosteller students as well
faculty and department peoples due to nearby undeveloped zone of S.R.M.
UNIVERSITY.
 Unavailability of good transportation system
 The distance of the campus from the city area is also show severe problems.
1.2) SITE ANALYSIS
LOCATION OF SITE:
 The site is located inside the SRI RAMSWAROOP MEMORIAL UNIVERSITY,
DEVA ROAD, Lucknow.
 It is adjacent to the PLAY GROUND and right side of the college road.
1.3) ACCESSIBILITY, ROADS & SURROUNDINGS:
 There is a well-connected network of road around the site.
 The total area of site is 40m X 25m.

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 The plinth area covered for building is 32m X 25m.
 The site has good disposal facilities for garbage, sewage.
 The site is also suitable for disposal facilities for rain water and storm water.
 The site is free from termite as data collected by college.
 The site is near from all blocks of college campus.
1.4) FUNCTIONAL DESIGN
 The success of the project lies in its practicability and for achieving prospect, the basic
aim of developer lies in attracting and bringing enchantment among retailer.
 In the design, economy and strength have primary importance.
 The materials and goods are easily available in this area.
 The site exists on adjacent to main road so that transportation facilities are available.
 The cafeteria is to be designed to accommodate a seating capacity of 300 peoples.

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 The shopping centre is to be designed to facilitate 13 shops with toilets.
 Parking facility in front of shopping centre is to be provided.
 The sanitation facility is provided.
 Good network of roads exist around the site.
1.5) FEASIBILITY ANALYSIS
The feasibility of project is depending on following points:
 SOCIAL FEASIBILITY:
The project is socially feasible because:
 College campus provides a lot of space and facility to find the maximum utility in
peak hour as in lunch or at the time of Sunday shopping.
 Availability of goods without bargaining cause of shops is licensed by college
management with strict rules and regulation.
 ENVIRONMENTAL FEASIBILITY:
A Healthy environment of shopping centre cum cafeteria requires:

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 Good lighting and ventilation facility provided.
 Eco-friendly sewage and garbage disposal system.
.
 ECONOMIC FASIBILITY:
 The Reinforced Concrete design by limit state of the frame structure method will be
such to minimize the cost providing maximum stability to the structure.

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CHAPTER- 2
LITERATURE REVIEW
2.1) INTRODUCTION:
This chapter examines previous research on Shopping Centers and focuses on the
development and characteristics of shopping centers.

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The indispensability of the shopping centers, as identified and criticized by a number of
academic surveys, articles and theses, constitutes an important field of research. In order
to understand world- and nation-wide significance of shopping centers development and
their place within society, the study firstly dwells upon specific research supported by
shopping center investors, consumers and different institutions.
2.2) REINFORCED CEMENT CONCRETE:
For a strong, ductile and durable construction the reinforcement needs to have the
following properties at least:
 High relative strength.
 High toleration of tensile strain.
 Good bond to the concrete, irrespective of PH, moisture, and similar factors.
 Thermal compatibility, not causing unacceptable stresses in response to changing
temperatures.
 Many different types of structures and components of structures can be built using
reinforced concrete including-slabs,
walls, beams, columns, foundations, frames and more.
 Reinforced concrete can be classified as precast or cast-in-place concrete.
2.3) REINFORCED CEMENT CONCRETE DESIGN PHILOSOPHY AND
CONCEPTS:-
2.3.1) SERVICEABILITY:-
No excessive deflection, no excessive deformation and no cracking or vibrations.
2.3.2) STRENGTH DESIGN METHOD:-

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It is based on the ultimate strength of the structural members assuming a failure
condition, whether due to the crushing of concrete or due to the yield of reinforced steel
bars. The load factor represents a high percentage of factors for safety required in the
design.
2.4) LIMIT STATE DESIGN:
It is a further step in the strength design method. It indicates the state of the member in
which it ceases to meet the service requirements, such as, losing its ability to withstand
external loads or local damage. According to limit state design, reinforced concrete
members have to be analyzed with regard to three limit states:
1. Load carrying capacity (involves safety, stability and durability)
2. Deformation (deflection, vibrations, and impact)
3. The formation of cracks
The aim of this analysis is to ensure that no limiting sate will appear in the structural
member during its service life.
2.5) I.S. 456 -2000 Code:-
It use for design of R.C.C. structure by Limit state method.

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2.6) Loads:-
Structural members must be designed to support specific loads. Loads that act on
structure can be divided into three categories.
1. Dead loads
2. Live loads
3. Environmental loads
2.6.1) IS 875 (Part 1): 1987
It is code of practice for design loads of buildings and structures.
2.6.2) I.S. 875 (Part 2): 1987
It is use in study of imposed loads.
2.6.3) I.S. 875 (Part 3): 1987
It is use in study of earthquakes load.
2.6.4) I.S. 875 (Part 4): 1987
It is use in study of environmental load.

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CHAPTER-3
DATA COLLECTION

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3.1) PRELIMINARY SURVEY
 RECONNAISSANCE
 The site is situated in the campus of Shri Ramswaroop Memorial
University, Deva Road, Lucknow.
 The Reduce level (R.L.) of site is 100 meter taken as Deva road.
 The plinth level of structure is high 600 mm relative to the R.L. of Deva
road.
 The site is not submerged in rainy season.
 As the project main object is to provide cafeteria and shopping centre
facility to the college students so it is located within the college.
 Reference- from Google earth software data found about site is-
 LATITUDE 26O 57’9.81” N
 LONGITUDE 81O 5’58.18” E
 SOIL INVESTIGATION
For determination of depth, composition of soil strata water table of ground & bearing
capacity of soil etc. I had been performed following tests –
SOIL SAMPLING BY AUGUR BORING-Various
characteristics of the soil have been identified at various depths:

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 From G.L. to 0.75 m- color-light yellow,
Texture- granular & glossy (sandy soil),
Water content w=16 %
 From G.L. to 1.50 m- color-brownish ,
Texture-smooth well graded, clayey soil 9size of less than 0.002 mm
Water content w=19 %
TOPOGRAPHY-The
area has a varied topography. The altitude varies from 1900 to 2200 m. the area is
covered with vegetation and trees, having different types at different altitude.
OUTCOME-The
altitude of the area gives the data about datum or reference point from which the
different survey can be preceded.
3.2) BEARING CAPACITY CALCULATIONS –
The formula, as prescribed in Para 5.1.2 of IS: 6403, is used for determination of ultimate
net bearing capacity on the basis of shear failure criteria:-
q = 1/F (C.Nc.Sc.dc.ic + p(Nq-1)sq.dq.iq + ½B.γ.Nγ.Sγ.dγ.iγ.W)
q = Safe bearing capacity, Kg/Cm2
c = Cohesion of soil, Kg/Cm2
γ = Unit weight of soil, Kg/Cm2
p = Effective overburden pressure, Kg/Cm2

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Nc , Nq, Nγ = Non dimensional bearing capacity factors depending upon angle of internal
friction.
Sc, Sq, Sγ = Shape factors
dc,dq,dγ = Depth factors
ic,iq,iγ = Inclination factor
D = Proposed depth of foundation, Cm.
B = Proposed width of foundation, Cm.
W = Correction factor for location of water table.
F = Factor of Safety
Bearing Capacity Of The Foundation Soil:
For Rectangular footings of 1.36m X 1.36m to be placed at a depth of 1. 0 m. below
ground level. The soil properties of each bore hole were taken into consideration.
However, the governing values were obtained from bore hole no. 1 and the calculation
therefore are produced below:
1. Cohesion of Soil, Kg/Cm2 = 0.18
2. Angle of internal friction = 11
3. Natural density of Soil, Kg/Cm3 = 1.87x103
4. Void ratio = 0.58
5. Bearing Capacity factors as worked out on the basis of N Value by interpolation
Nc = 8.63

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Nq = 2.65
Nγ = 1.40
6. Shape Factors
Sc = 1.10
Sq = 1.10
Sγ = 0.80
7. Inclination Factors
Ic, Iq, Iγ = 1. 00
8. Depth Factors
dc = 1. 080
dq=dγ = 1. 040
9. Proposed depth of foundation (Cm = 200
10. Proposed width of foundation = 600
11. Efficient overburden pressure, Kg/Cm2 = 0.374
12. Correction factor for location of water table = 1. 00
13. Factor of safety = 3. 00
14. Net safe bearing capacity, Kg/Cm2 = 0. 90
The Bearing Capacity of the soil is taken as 9 ton/m².

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 The water table is found to be at the depth of 1.5 m from the ground level.
 The bearing capacity on the basis of shear failure criteria is found to be 90.0
KN/m2.
3.3) FOUNDATION PROVIDED :
As per the results we found from soil testing and its properties that the best suitable type of
foundation that has to be laid is ISOLATED FOOTING TYPE FOUNDATION.
CHAPTER-4
PROPOSED METHODOLOGY
AND MATERIAL USED

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4.1) REINFORCED CEMENT CONCRETE-DESIGN
PHILOSOPHY AND CONCEPTS:-
4.1.1) Strength design method
It is based on the ultimate strength of the structural members assuming a failure
condition, whether due to the crushing of concrete or due to the yield of reinforced steel
bars. The load factor represents a high percentage of factors for safety required in the
design.
4.1.2) Working stress design
Its design concept is based on elastic theory, assuming a straight line stress distribution
along the depth of the concrete. The actual loads or working loads acting on the structure
are estimated and members are proportioned on the basis of certain allowable stresses in
concrete and steel. The allowable stresses are fractions of the crushing strength of
concrete (fc') and the yield strength (fy). Because of the differences in realism and
reliability over the past several decades, the strength design method has displaced the
older stress design method.
4.1.3) Limit state design

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It is a further step in the strength design method. It indicates the state of the member in
which it ceases to meet the service requirements, such as, loosening its ability to
withstand external loads or local damage. According to limit state design, reinforced
concrete members have to be analyzed with regard to three limit states:
1. Load carrying capacity (involves safety, stability and durability)
2. Deformation (deflection, vibrations, and impact)
3. The formation of cracks
The aim of this analysis is to ensure that no limiting sate will appear in the structural
member during its service life.
DESIGN APPROACH
In the design, limit states method has been used for design of all component of building. In
fact limit state design a definite advancement over traditional design approaches. This
method aims for compressive and rational solution to design problem, by considering
safety at ultimate loads and serviceability of working loads.
This approach is uses a multiple safety factor format which attempts to provides adequate
safety at ultimate loads as well as adequate serviceability at service loads, by considering
all possible limit states (as IS 456:2000). The selection of various multiple safety factors is
support to have a sound probabilistic basis, involving the separate consideration of
different kind of materials and type of loads.
A limit state is a state of impending failure, beyond which a structure ceases to perform its
intended function satisfactorily, in terms of either safety or serviceability i.e. it either
collapse or becomes unserviceable.
There are two types of limit state:
1. Ultimate limit state (limit states of collapse) which deals with strength, overturning,
sliding buckling, fatigue, fracture, etc.

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2. Serviceability limits state which deals with discomfort to occupancy and malfunction,
caused by excessive deflection, crack width, vibration, leakage, etc.
The objective of limit states design is to ensure that probability of any limit state being
reached is acceptably low. This is made possible by specifying appropriate multiple safety
factors for each limit states.
I.S. 456 -2000 Code:
It is used for design of R.C.C. structure by Limit state method.
4.2) FLOW DIAGRAMS:
DESIGN METHODOLOGY & EXECUTION OF WORK

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4.3) Loads and forces:-
Structural members must be designed to support specific loads. Loads that act on structure
can be divided into three categories.
1. Dead loads
2. Live loads
3. Environmental loads

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4.3.1 General
In structural design, account shall be taken of the dead, imposed and wind loads and forces
such as those caused by earthquake, and effects due to shrinkage, creep, temperature, etc,
where applicable.
4.3.2 Dead Loads
Dead loads shall be calculated on the basis of unit weights which shall be established
taking into consideration the materials specified for construction.
Alternatively, the dead loads may be calculated on the basis of unit weights of materials
given in IS 875 (Part 1). Unless more accurate calculations are warranted, the unit weights
of plain concrete and reinforced concrete made with sand and gravel or crushed natural
stone aggregate may be taken as 24 kN/m” and 25 kN/m” respectively.
4.3.3 Imposed Loads, Wind Loads and Snow Loads
Imposed loads, wind loads and snow loads shall be assumed in accordance with IS 875
(Part 2), IS 875 (Part 3) and IS 875 (Part 4) respectively.
4.3.4 Earthquake Forces
The earthquake forces shall be calculated in accordance with IS 1893.
4.3.5 Shrinkage, Creep and Temperature Effects
If the effects of shrinkage, creep and temperature are liable to affect materially the safety
and serviceability of the structure, these shall be taken into account in the calculations (see
6.2.4, 6.2.5 and 6.2.6) and IS 875 (Part 5).
(i) In ordinary buildings, such as low rise dwellings whose lateral dimension do not
exceed 45 m, the effects due to temperature fluctuations and shrinkage and
creep can be ignored in &sign calculations.
4.3.6 Other Forces and Effects

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In addition, account shall ‘be taken of the following forces and effects if they are liable to
affect materially the safety and serviceability of the structure:
a) Foundation movement (see IS 1904),
b) Elastic axial shortening,
c) Soil and fluid pressures [see IS 875 (Part S)],
d) Vibration,
e) Fatigue,
f) Impact [see IS 875 (Part 5)],
g) Erection loads [see IS 875 (Part 2)], and
h) Stress concentration effect due to point load and the like.
4.3.7 Combination of Loads
The combination of loads shall be as given in IS 875 (Part 5).
4.3.8 Dead Load Counteracting Other Loads and Forces
When dead load counteracts the effects due to other loads and forces in structural member
or joint, special care shall be exercised by the designer to ensure adequate safety for
possible stress reversal.
4.3.9 Design Load
Design load is the load to be taken for use in the appropriate method of design; it is the
characteristic load in case of working stress method and characteristic load with
appropriate partial safety factors for limit state design.
4.4) PROPERTIES OF CONSTRUCTION MATERIALS:-
Several materials are required for construction. The materials used in the construction of
Engineering Structures such as shopping Centre, buildings, bridges and roads are called
Engineering Materials or Building Materials. They include Bricks, Timber, Cement, Steel
and Plastics. The materials used in Civil Engineering constructions can be studied under
the following headings.
1. Traditional materials

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2. Alternate building materials
3. Composite materials
4. Smart materials
TABLE 1-PROPERTIES OF BUILDING MATERIALS:-
Group Properties
Physical Shape, Size, Density, Specific Gravity etc.,
Mechanical
Strength, Elasticity, Plasticity, Hardness, Toughness, Ductility, Brittleness,
Creep, Stiffness, Fatigue, Impact Strength etc.,
Thermal Thermal conductivity, Thermal resistivity, Thermal capacity etc.,
Chemical Corrosion resistance, Chemical composition, Acidity, Alkalinity etc.,
Optical Color, Light reflection, Light transmission etc.,
Acoustical Sound absorption, Transmission and Reflection.
Physiochemical Hygroscopic, Shrinkage and Swell due to moisture changes
4.4.1 REINFORCED CEMENT CONCRETE:
For a strong, ductile and durable construction the reinforcement needs to have the
following properties at least:
 High relative strength.
 High toleration of tensile strain.
 Good bond to the concrete, irrespective of PH, moisture, and similar factors.
 Thermal compatibility, not causing unacceptable stresses in response to changing
temperatures.

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 Many different types of structures and components of structures can be built using
reinforced concrete including
slabs, walls, beams, columns, foundations, frames and more.
 Reinforced concrete can be classified as precast or cast-in-place concrete.
4.4.2 Concrete Materials
Concrete is a mixture of coarse and fine aggregates with a binder material
(usually Portland cement). When mixed with a small amount of water, the
cement hydrates to form microscopic opaque crystal lattices encapsulating and locking
the aggregate into a rigid structure.
The relative cross-sectional area of steel required for typical reinforced concrete is usually
quite small and varies from 1% for most beams and slabs to 6% for some
columns. Reinforcing bars are normally round in cross-section and vary in diameter.
The density of reinforced concrete may reach 2400～2500 kg/m3.
4.4.3 Bricks:-
Freedom from the flaws or lumps – Good building bricks should be sound, free
from cracks and flaws, also from stones, or lumps of any kind.
Absorption:- The absorption of average bricks is, however, generally about 1/6 of their
weights, and it is only very highly vitrified bricks that take up so little as 1/13 or 1/15.

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Fig(1) Nomenclature of common shapes of cut brick
4.4.4 Marble:
Marble is a non-foliated metamorphic rock composed of re-crystallized carbonate
minerals, most commonly calcite or dolomite.
TABLE-2 PHYSICAL PROPERTIES OF MARBLE:
Density 2.55 to 2.7 Kg/cm3
Compressive Strength 70 to 140 N/mm2

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4.4.5 STEEL:
From a statistical analysis, the steel bars exhibited significant variability in yield strength
with minimum values averaging 190, 260 and 230 N/mm2 for millers M1, M2 and M3,
respectively. The mean yield strength for bars from M1, M2 and M3 were 490, 370 and
340 N/mm2, respectively, The Ultimate strengths averaged 560, 550 and 500 N/mm2,
respectively.
PROPERTIES OF STEEL:-
Figure (2) Stress strain curve for high strength steel
TABLE-3 GENERAL PROPERTIES OF STEEL
PROPERTIES CARBON
STEELS
ALLOY
STEELS
STAINLESS
STEELS
Density(1000kg/m^3) 7.85 7.85 7.75-8.1 7.72-8.0
-Elastic modulus(Gpa) 190-210 190-210 190-210 190-210
Tensile strength(Mpa) 276-1882 758-1882 515-827 640-2000
TOOL
STEELS

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4.4.6 FIBER GLASS:
Fiberglass is a lightweight, extremely strong, and robust material.
Fiberglass fabrics will not stretch or shrink. Nominal elongation break is 3-4 percent. The average
linear thermal expansion coefficient of "E" glass is 5.4 by 10.6 cm/cm/°C.
4.5) STRUCTURAL CONCRETE ELEMENTS:-
Slab:
Slabs are horizontal slab elements in building floors and roof. They may carry gravity
loads as well as lateral loads.
Beam:
Long horizontal or inclined members with limited width and height are called beams.
Column:
Columns are vertical members that support loads from the beam or slabs. They may be
subjected to axial loads or moments.

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Frames:
Frames are structural members that consists of combination of slab, beams and columns
Footings:
Footings are pads or strips that support columns and spread their load directly to the soil.
Walls:
Walls are vertical plate elements resisting gravity as well as lateral loads e.g. retaining
walls, basement walls, etc.
Stair:

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It is used for providing access from one floor level to another level of a building. In the
shopping centre half turn circular stair case is provided.
CHAPTER-5
SOFTWARES USED

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5.1) AutoCAD
AutoCAD
AutoCAD 2010

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AutoCAD is a software application for computer-aided design (CAD) and drafting, in both
2D and 3D formats. The software product is developed and sold by Autodesk, Inc., the
largest design automation company in the world, the headquarters of which are located in
the Californian city of Sausalito. It is firstly released in December 1982 by Autodesk in the
year following the purchase of the first form of the software by Autodesk founder, John
Walker. AutoCAD is Autodesk's flagship product and by March 1986 had become the
most ubiquitous microcomputer design program in the world, utilizing functions such as
"polylines" and "curve fitting". Prior to the introduction of AutoCAD, most other CAD
programs ran on mainframe computers or minicomputers, with each user's unit connected
to a graphics computer terminal.
According to its own company information, Autodesk states that the AutoCAD software is
now used in a range of industries, employed by architects, project managers and engineers,
amongst other professions, and as of 1994 there had been 750 training centers established
across the world to educate users about the company's primary products.

AutoCAD 2010 for Windows
AutoCAD was derived from a program called Interact, which was written in a proprietary
language (SPL) by inventor Michael Riddle. This early version ran on the Marin chip
Systems 9900 computer (Marin chip Systems was owned by Autodesk co-founders John
Walker and Dan Drake). Walker paid Riddle US$10 million for the CAD technology.
When Marin chip Software Partners (later known as Autodesk) formed, the co-founders
decided to re-code Interact in C and PL/1. They chose C because it seemed to be the
biggest upcoming language. In the end, the PL/1 version was unsuccessful. The C version

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was, at the time, one of the most complex programs in that language. Autodesk had to
work with a compiler developer, Lattice, to update C, enabling AutoCAD to run. Early
releases of AutoCAD used primitive entities — lines, poly lines, circles, arcs, and text —
to construct more complex objects. Since the mid-1990s, AutoCAD supported custom
objects through its C++ Application Programming Interface (API).
The modern AutoCAD includes a full set of basic solid modeling and 3D tools. The release
of AutoCAD 2007 included the improved 3D modeling that provided better navigation
when working in 3D. Moreover, it became easier to edit 3D models. The mental ray engine
was included in rendering and therefore it is possible to do quality renderings. AutoCAD
2010 had introduced parametric functionality and mesh modeling.
The latest AutoCAD releases are AutoCAD 2013 and AutoCAD 2013 for Mac. The
release marked the 27th major release for the AutoCAD for Windows and the third
consecutive year for AutoCAD for Mac.
5.3 Design
 File formats
The native file format of AutoCAD is .dwg. This and, to a lesser extent, its
interchange file format DXF have become de facto standards for CAD data
interoperability. AutoCAD has included support for .dwg, a format developed and
promoted by Autodesk, for publishing CAD data. In 2006, Autodesk estimated the
number of active .dwg files at in excess of one billion. In the past, Autodesk has
estimated the total number of existing .dwg files as more than three billion.
 Extensions
AutoCAD supports a number of APIs for customization and automation. These
include AutoLISP, Visual LISP, VBA, .NET and ObjectARX. ObjectARX is a
C++ class library, which was also the base for: (a) products extending AutoCAD
functionality to specific fields; (b) creating products such as AutoCAD
Architecture, AutoCAD Electrical, AutoCAD Civil 3D; or (c) third-party
AutoCAD-based applications.

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5.4) STAAD or (STAAD.Pro)
It is a structural analysis and design computer program originally developed by Research
Engineers International in Yorba Linda, CA. In late 2005, Research Engineer International
was bought by Bentley Systems.
An older version called Staad-III for windows is used by Iowa State University for
educational purposes for civil and structural engineers.
The commercial version STAAD.Pro is one of the most widely used structural analysis and
design software. It supports several steel, concrete and timber design codes.
It can make use of various forms of analysis from the traditional 1st order static analysis,
2nd order p-delta analysis, geometric nonlinear analysis or a buckling analysis. It can also
make use of various forms of dynamic analysis from modal extraction to time history and
response spectrum analysis.
In recent years it has become part of integrated structural analysis and design solutions
mainly using an exposed API called Open STAAD to access and drive the program using an
VB macro system included in the application or other by including Open STAAD
functionality in applications that themselves include suitable programmable macro
systems. Additionally STAAD.Pro has added direct links to applications such as RAM
Connection and STAAD. Foundation to provide engineers working with those applications
which handle design post processing not handled by STAAD.Pro itself. Another form of
integration supported by STAAD.Pro is the analysis schema of the CIM steel Integration
Standard, version 2 commonly known as CIS/2 and used by a number modeling

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.
Figure (3) Stadd pro file view
CHAPTER-6

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DESIGN OF FOUNDATION
6.1) DESIGN OF FOUNDATION:
ISOLATED FOOTING DESIGN:-
Step 1st:-
Given data is:- square size column is : 400mm x 400mm
Calculate axial load on supporting column is: 100 KN
Soil bearing capacity of soil : 90 KN/m2

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Material used : M20 grade concrete (fck) = 30 N/mm2
Fe415 grade steel (fy) = 415 N/mm2
Step 2nd:-
Calculation of plan size of footing:-
Factored axial load on column: 100 x 1.5 = 150 KN
Self-weight of footing =10% of footing = 15 KN
Total service load on footing = 150+15 = 165 KN
Plan area of footing required area = service load/S.B.C. of soil
= 165/90 = 1.833 m2
SO, 4X x 4X = 1.833
X = .3384
-> Shorter and longer side of footing = 4 x .3384 = 1.354 m
4: 4
-> Provide plan area is = 1.36 x 1.36 = 1.90 m2 > 1.833m2 OK.
Net upward soil pressure (neglecting self weight of footing) = 150/1.90
= 78.94 < 90 KN/m2 S.B.C. of soil is OK.
For limit state of collapse factored upward soil pressure = 1.5 x 78.94
= 118.42 KN/m2.
Step 3rd:-
Maximum bending moment at face of column along short and long side = wu.L2/2
= 9.47 KN-m/m.

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Calculate depth of footing = bending moment calculated for balance design
Mu = 0.1388 fck.b.d2 = 1388 x 30 x 1000 x d2 = 9.47 x 10^6 = 47.88 mm
Effective d.req.= 150 mm
Provide Overall thickness (D) = 150+50 = 200mm.
Minimum depth of footing (hmin) = p/ γ (1-sin Ø)/(1+sin ɸ)2
= 90/19 ((1-sin370/1+sin 370))2
=500mm
Provide depth of footing = 1000mm.
Step 4th :- Reinforcement calculation for footing :-
Mu.balance = 0.87 fy Ast d [1- (Ast fy /b d fck )]
9.47 x 10^6 = .87 x 415 x Ast x 150 x [1- (Ast x 415/ 1000 x 150 x 30)]
Ast = 175 mm2 /m
Using 8# bars:-
Spacing = 1000 X (area of one bar /total steel) = 1000 x 50.23/175
= 287.6 mm c/c
Provide spacing 8# 300 mm c/c.
Minimum distribution steel for slab = (0.15 x 1000 x 200)/100
= 300 mm2 /m.
Provide secondary steel for slab = 300 mm2 /m
Using 8# bars

2014
Spacing = 1000 x 50.2 /300 = 167.4 mm
Provide spacing 8# 200 mm c/c.
Step 6th:-
Check shear stress in one way shear:-
Upward factor shear force Vu at critical section –
Vu = WuL = 118.42 x .33 = 39.01 KN
Nominal shear stress tv =39.01 x 1000/1000 x 150 = 0 .26 N/mm2.
tc = 0.25 = 1.36 N/mm2.
Here tv < tc . so ,safe in one way shear.
Check shear stress in two way shear :-
Bo = 2( b +d ) + 2 (c +d) = 2( .400 + .150) + 2(.400+ .150) = 2.2 m.
Vu = [1.36 x 1.36 – (.150 + .400 )2 ] x 118.42 = 183.08 KN.
Nominal shear stress tv = 183.08 x 1000/2.2 x 1000 x 150 = 0.55 N /mm2.
Since tc = 1.36 N /mm2.
So , tv < tc so ,safe in two way shear.
6.2) PLAN AND REINFORCEMENT DETAILING:-

2014
Figure (4) plan and Sectional diagram of footing

2014
CHAPTER-7
IMPLEMENTATION
(DESIGN RESULTS AND CALCULATION)
7.1) DESIGN OF FRAME STRUCTURE-

2014
THE DESIGNING OF THE STRUCTURAL ELEMENTS IS DONE USING THE
SOFTWARE STADD PRO V2007.
STEP 1: The type of structure to be designed selected is frame structure USING
STADD PRO V8i 2007.
STEP 2: The model of the frame structure is made.
STEP 3: The properties to the structural elements are assigned.
STEP 4: The specifications at each node are assigned.
STEP 5: The supports are assigned to the columns provided.
STEP 6: The different loads (LIVE LOAD, DEAD LOAD) are calculated.
STEP 7: The loading values are assigned on the different structural elements as per the
calculated value.
STEP 8: The material of the structural elements is assigned.
STEP 9: Using RUN ANALYSIS report is generated.

2014
STEP 10: Above steps are repeated with appropriate combination of loading,
specifications till zero error report is generated.
Figure 5) -Plan of the model of frame structure

2014
(Figure 6)- Frame structure 3 D view
7.2) PLANNING STEPS:
In Planning, the following steps are followed: THE PLAN IS DRAFTED USING
AUTOCAD 2010.
STEP-1: The area of plan 25m X 40m which is enough for shopping centre. In which
parking area is provided of size 25m X 8m. So the plinth area provided is 25m X 32 m.
STEP-2: The structure consists of ground floor and first floor.
STEP-3: In the ground floor there are 3 washrooms two for boys and girls student each as
gents and ladies toilet and one for cooking staff of size 6m X 6m each.
STEP-4: In the ground floor seating capacity of the cafeteria is 312 students. For this total
78 seats are arranged in the both side of gallery.
STEP-5: In the cafeteria selling counter is provided of dimension 13m X 3m.
STEP-6: In the cafeteria two in no. drinking water facilities are provided. For this area
required is 3 X 4 m.

2014
STEP-7: The shopping centre is to be designed to facilitate 13 shops with toilets.
STEP-8: Size of each shop is 4m X 6m.
STEP-9: In the first floor two washrooms are provided of size 6mX 6m each for gents and
ladies.
STEP-10: There is 2 store room of size 6m X 6m is provided.
STEP-11: In the shopping centre gallery width is 3m.
STEP-12: here are two side stairways of clear width 1.9m are provided having following
dimension:
 TREAD= 30cm
 RISER = 18cm
 NO OF STEPS = 19
STEP-13: landing provided after 7 steps.
STEP-14: There are 2 doors provided having following dimensions:
 ENTRANCE DOOR -- 4m X 2.1m.
 ROOF OPENING DOOR -- 1.5m X 2.1 m.
STEP-15: In the ground floor window provided of size is 1.5m X 1.5 m of 8 in number.
7.3) PLAN OF THE STRUCTURE:

2014
Figure-7) Plan of ground and first floor
7.4) 3 DIMENTIONAL VIEW OF SHOPPING CENTRE:

2014
Figure(8) - 3 D view of 2 story building
7.5) CALCULATION OF SEATING CAPACITY:
 Dimension of seat as shown in the figures:
 Area of each seat =500mm X 500mm

2014
 Area of the table =1200mm X 750mm
 No of seats per table = 4 in no.
 Area required for 4 seats with table =1700mm X 2050mm
 Total area available for seating arrangement in one side of the gallery = 17m X 8m
 Therefore, total number of table in the left side of gallery
= (17 X 8 X 106 ) / (1700 X 2050)
= 39.0
 Both side tables in no. = 2 X 39
= 78 in no.
 So the total capacity of the cafeteria = 4 X 78
= 312 seats
FOR GENERAL USE WE ADOPT THE TOTAL SEATING CAPACITY OF THE
CAFETERIA-
= 300 PRSONS

2014
7.6) STRUCTURAL PLANNING OF SHOPPING CENTRE
 The structure of the shopping centre cum cafeteria is based on concrete structure
and brick work.
 The concrete beams, columns, floor loadings and sections are assigned using
STADD PRO V8i 2007 software. Result obtain -
TOTAL VOLUME OF CONCRETE = 215.96 cu.m
TOTAL WEIGHT OF STEEL BARS = 123343.56 kg
 The concrete structure comprises of:
 BEAM : Both end fixed
 COLUMN TYPE : Effectively held in position and
restrained against roation in both
ends
 Brick work is done in boundary and partition walls.

2014
7.7) A BRIEF DETAIL OF THE REPORT OF THE SPACE FRAME GENERATED
ON STADD PRO V2007:
STAAD.Pro Report
To: From:
Copy to: Date: 27/04/2013
16:27:00
Ref: ca/ Document1
7.7.1) Job Information
Engineer Checked Approved
Name:
Date: 26-Mar-13
Structure Type SPACE FRAME
Number of Nodes 192 Highest Node 192
Number of Elements 384 Highest Beam 472
Number of Basic Load Cases 2
Number of Combination Load Cases 2
Included in this printout are data for:
All The Whole Structure

2014
Included in this printout are results for load cases:
Type L/C Name
Primary 1 DL
Primary 2 LL
Combination 3 DL+LL*.5
Combination 4 (DL+LL)*1.5
7.7.2) Nodes
Nod
e
X
(m)
Y
(m)
Z
(m)
1 0.000 0.000 10.000
2 6.000 0.000 10.000
3 10.000 0.000 10.000
4 14.000 0.000 10.000
5 18.000 0.000 10.000
6 22.000 0.000 10.000
7 26.000 0.000 10.000
8 32.000 0.000 10.000
9 0.000 0.000 4.000
10 6.000 0.000 4.000
11 10.000 0.000 4.000
12 14.000 0.000 4.000
13 18.000 0.000 4.000
14 22.000 0.000 4.000
15 26.000 0.000 4.000
16 32.000 0.000 4.000
17 0.000 0.000 0.000
18 6.000 0.000 0.000
19 10.000 0.000 0.000
20 14.000 0.000 0.000
21 18.000 0.000 0.000
22 22.000 0.000 0.000
23 26.000 0.000 0.000
24 32.000 0.000 0.000
25 0.000 0.000 -5.000
26 6.000 0.000 -5.000
27 10.000 0.000 -5.000
28 14.000 0.000 -5.000

2014
29 18.000 0.000 -5.000
30 22.000 0.000 -5.000
31 26.000 0.000 -5.000
32 32.000 0.000 -5.000
33 0.000 0.000 -9.000
34 6.000 0.000 -9.000
35 10.000 0.000 -9.000
36 14.000 0.000 -9.000
37 18.000 0.000 -9.000
38 22.000 0.000 -9.000
39 26.000 0.000 -9.000
40 32.000 0.000 -9.000
41 0.000 0.000 -15.000
42 6.000 0.000 -15.000
43 10.000 0.000 -15.000
44 14.000 0.000 -15.000
45 18.000 0.000 -15.000
46 22.000 0.000 -15.000
47 26.000 0.000 -15.000
48 32.000 0.000 -15.000
49 0.000 1.500 10.000
50 6.000 1.500 10.000
51 10.000 1.500 10.000
52 14.000 1.500 10.000
53 18.000 1.500 10.000
54 22.000 1.500 10.000
55 26.000 1.500 10.000
56 32.000 1.500 10.000
57 0.000 1.500 4.000
58 6.000 1.500 4.000
59 10.000 1.500 4.000
60 14.000 1.500 4.000
61 18.000 1.500 4.000
62 22.000 1.500 4.000
63 26.000 1.500 4.000
64 32.000 1.500 4.000
65 0.000 1.500 0.000
66 6.000 1.500 0.000
67 10.000 1.500 0.000
68 14.000 1.500 0.000
69 18.000 1.500 0.000
70 22.000 1.500 0.000
71 26.000 1.500 0.000
72 32.000 1.500 0.000
73 0.000 1.500 -5.000

2014
74 6.000 1.500 -5.000
75 10.000 1.500 -5.000
76 14.000 1.500 -5.000
77 18.000 1.500 -5.000
78 22.000 1.500 -5.000
79 26.000 1.500 -5.000
80 32.000 1.500 -5.000
81 0.000 1.500 -9.000
82 6.000 1.500 -9.000
83 10.000 1.500 -9.000
84 14.000 1.500 -9.000
85 18.000 1.500 -9.000
86 22.000 1.500 -9.000
87 26.000 1.500 -9.000
88 32.000 1.500 -9.000
89 0.000 1.500 -15.000
90 6.000 1.500 -15.000
91 10.000 1.500 -15.000
92 14.000 1.500 -15.000
93 18.000 1.500 -15.000
94 22.000 1.500 -15.000
95 26.000 1.500 -15.000
96 32.000 1.500 -15.000
97 0.000 4.650 10.000
98 6.000 4.650 10.000
99 10.000 4.650 10.000
100 14.000 4.650 10.000
101 18.000 4.650 10.000
102 22.000 4.650 10.000
103 26.000 4.650 10.000
104 32.000 4.650 10.000
105 0.000 4.650 4.000
106 6.000 4.650 4.000
107 10.000 4.650 4.000
108 14.000 4.650 4.000
109 18.000 4.650 4.000
110 22.000 4.650 4.000
111 26.000 4.650 4.000
112 32.000 4.650 4.000
113 0.000 4.650 0.000
114 6.000 4.650 0.000
115 10.000 4.650 0.000
116 14.000 4.650 0.000
117 18.000 4.650 0.000
118 22.000 4.650 0.000

2014
119 26.000 4.650 0.000
120 32.000 4.650 0.000
121 0.000 4.650 -5.000
122 6.000 4.650 -5.000
123 10.000 4.650 -5.000
124 14.000 4.650 -5.000
125 18.000 4.650 -5.000
126 22.000 4.650 -5.000
127 26.000 4.650 -5.000
128 32.000 4.650 -5.000
129 0.000 4.650 -9.000
130 6.000 4.650 -9.000
131 10.000 4.650 -9.000
132 14.000 4.650 -9.000
133 18.000 4.650 -9.000
134 22.000 4.650 -9.000
135 26.000 4.650 -9.000
136 32.000 4.650 -9.000
137 0.000 4.650 -15.000
138 6.000 4.650 -15.000
139 10.000 4.650 -15.000
140 14.000 4.650 -15.000
141 18.000 4.650 -15.000
142 22.000 4.650 -15.000
143 26.000 4.650 -15.000
144 32.000 4.650 -15.000
145 0.000 7.800 10.000
146 6.000 7.800 10.000
147 10.000 7.800 10.000
148 14.000 7.800 10.000
149 18.000 7.800 10.000
150 22.000 7.800 10.000
151 26.000 7.800 10.000
152 32.000 7.800 10.000
153 0.000 7.800 4.000
154 6.000 7.800 4.000
155 10.000 7.800 4.000
156 14.000 7.800 4.000
157 18.000 7.800 4.000
158 22.000 7.800 4.000
159 26.000 7.800 4.000
160 32.000 7.800 4.000
161 0.000 7.800 0.000
162 6.000 7.800 0.000
163 10.000 7.800 0.000

2014
164 14.000 7.800 0.000
165 18.000 7.800 0.000
166 22.000 7.800 0.000
167 26.000 7.800 0.000
168 32.000 7.800 0.000
169 0.000 7.800 -5.000
170 6.000 7.800 -5.000
171 10.000 7.800 -5.000
172 14.000 7.800 -5.000
173 18.000 7.800 -5.000
174 22.000 7.800 -5.000
175 26.000 7.800 -5.000
176 32.000 7.800 -5.000
177 0.000 7.800 -9.000
178 6.000 7.800 -9.000
179 10.000 7.800 -9.000
180 14.000 7.800 -9.000
181 18.000 7.800 -9.000
182 22.000 7.800 -9.000
183 26.000 7.800 -9.000
184 32.000 7.800 -9.000
185 0.000 7.800 -15.000
186 6.000 7.800 -15.000
187 10.000 7.800 -15.000
188 14.000 7.800 -15.000
189 18.000 7.800 -15.000
190 22.000 7.800 -15.000
191 26.000 7.800 -15.000
192 32.000 7.800 -15.000
7.7.3)
Beams
Beam Node A Node B
Length
(m)
Property

(degrees)
83 1 49 1.500 1 0

2014
84 2 50 1.500 1 0
85 3 51 1.500 1 0
86 4 52 1.500 1 0
87 5 53 1.500 1 0
88 6 54 1.500 1 0
89 7 55 1.500 1 0
90 8 56 1.500 1 0
91 9 57 1.500 2 0
92 10 58 1.500 2 0
93 11 59 1.500 2 0
94 12 60 1.500 2 0
95 13 61 1.500 2 0
96 14 62 1.500 2 0
97 15 63 1.500 2 0
98 16 64 1.500 2 0
99 17 65 1.500 2 0
100 18 66 1.500 2 0
101 19 67 1.500 3 0
102 20 68 1.500 3 0
103 21 69 1.500 3 0
104 22 70 1.500 3 0
105 23 71 1.500 2 0
106 24 72 1.500 2 0
107 25 73 1.500 2 0
108 26 74 1.500 2 0
109 27 75 1.500 3 0
110 28 76 1.500 3 0
111 29 77 1.500 3 0
112 30 78 1.500 3 0
113 31 79 1.500 2 0
114 32 80 1.500 2 0
115 33 81 1.500 2 0
116 34 82 1.500 2 0
117 35 83 1.500 2 0
118 36 84 1.500 2 0
119 37 85 1.500 2 0
120 38 86 1.500 2 0
121 39 87 1.500 2 0
122 40 88 1.500 2 0
123 41 89 1.500 1 0
124 42 90 1.500 1 0
125 43 91 1.500 1 0
126 44 92 1.500 1 0
127 45 93 1.500 1 0
128 46 94 1.500 1 0
129 47 95 1.500 1 0

2014
130 48 96 1.500 1 0
131 49 50 6.000 4 0
132 50 51 4.000 4 0
133 51 52 4.000 4 0
134 52 53 4.000 4 0
135 53 54 4.000 4 0
136 54 55 4.000 4 0
137 55 56 6.000 4 0
138 49 57 6.000 4 0
139 50 58 6.000 4 0
140 51 59 6.000 4 0
141 52 60 6.000 4 0
142 53 61 6.000 4 0
143 54 62 6.000 4 0
144 55 63 6.000 4 0
145 56 64 6.000 4 0
146 57 58 6.000 4 0
147 58 59 4.000 4 0
148 59 60 4.000 4 0
149 60 61 4.000 4 0
150 61 62 4.000 4 0
151 62 63 4.000 4 0
152 63 64 6.000 4 0
153 57 65 4.000 4 0
154 58 66 4.000 4 0
155 59 67 4.000 4 0
156 60 68 4.000 4 0
157 61 69 4.000 4 0
158 62 70 4.000 4 0
159 63 71 4.000 4 0
160 64 72 4.000 4 0
161 65 66 6.000 4 0
162 66 67 4.000 4 0
163 67 68 4.000 4 0
164 68 69 4.000 4 0
165 69 70 4.000 4 0
166 70 71 4.000 4 0
167 71 72 6.000 4 0
168 65 73 5.000 4 0
169 66 74 5.000 4 0
170 67 75 5.000 4 0
173 70 78 5.000 4 0
174 71 79 5.000 4 0
175 72 80 5.000 4 0
176 73 74 6.000 4 0
177 74 75 4.000 4 0

2014
178 75 76 4.000 4 0
179 76 77 4.000 4 0
180 77 78 4.000 4 0
181 78 79 4.000 4 0
182 79 80 6.000 4 0
183 73 81 4.000 4 0
184 74 82 4.000 4 0
185 75 83 4.000 4 0
186 76 84 4.000 4 0
187 77 85 4.000 4 0
188 78 86 4.000 4 0
189 79 87 4.000 4 0
190 80 88 4.000 4 0
191 81 82 6.000 4 0
192 82 83 4.000 4 0
193 83 84 4.000 4 0
194 84 85 4.000 4 0
195 85 86 4.000 4 0
196 86 87 4.000 4 0
197 87 88 6.000 4 0
198 81 89 6.000 4 0
199 82 90 6.000 4 0
200 83 91 6.000 4 0
201 84 92 6.000 4 0
202 85 93 6.000 4 0
203 86 94 6.000 4 0
204 87 95 6.000 4 0
205 88 96 6.000 4 0
206 89 90 6.000 4 0
207 90 91 4.000 4 0
208 91 92 4.000 4 0
209 92 93 4.000 4 0
210 93 94 4.000 4 0
211 94 95 4.000 4 0
212 95 96 6.000 4 0
213 49 97 3.150 1 0
214 50 98 3.150 1 0
215 51 99 3.150 1 0
216 52 100 3.150 1 0
217 53 101 3.150 1 0
218 54 102 3.150 1 0
219 55 103 3.150 1 0
220 56 104 3.150 1 0
221 57 105 3.150 2 0
222 58 106 3.150 2 0
223 59 107 3.150 2 0

2014
224 60 108 3.150 2 0
225 61 109 3.150 2 0
226 62 110 3.150 2 0
227 63 111 3.150 2 0
228 64 112 3.150 2 0
229 65 113 3.150 2 0
230 66 114 3.150 2 0
231 67 115 3.150 3 0
232 68 116 3.150 3 0
233 69 117 3.150 3 0
234 70 118 3.150 3 0
235 71 119 3.150 2 0
236 72 120 3.150 2 0
237 73 121 3.150 2 0
238 74 122 3.150 2 0
239 75 123 3.150 3 0
240 76 124 3.150 3 0
241 77 125 3.150 3 0
242 78 126 3.150 3 0
243 79 127 3.150 2 0
244 80 128 3.150 2 0
245 81 129 3.150 2 0
246 82 130 3.150 2 0
247 83 131 3.150 2 0
248 84 132 3.150 2 0
249 85 133 3.150 2 0
250 86 134 3.150 2 0
251 87 135 3.150 2 0
252 88 136 3.150 2 0
253 89 137 3.150 1 0
254 90 138 3.150 1 0
255 91 139 3.150 1 0
256 92 140 3.150 1 0
257 93 141 3.150 1 0
258 94 142 3.150 1 0
259 95 143 3.150 1 0
260 96 144 3.150 1 0
261 97 98 6.000 4 0
262 98 99 4.000 4 0
263 99 100 4.000 4 0
264 100 101 4.000 4 0
265 101 102 4.000 4 0
266 102 103 4.000 4 0
267 103 104 6.000 4 0
268 97 105 6.000 4 0
269 98 106 6.000 4 0

2014
270 99 107 6.000 4 0
271 100 108 6.000 4 0
272 101 109 6.000 4 0
273 102 110 6.000 4 0
274 103 111 6.000 4 0
275 104 112 6.000 4 0
276 105 106 6.000 4 0
277 106 107 4.000 4 0
278 107 108 4.000 4 0
279 108 109 4.000 4 0
280 109 110 4.000 4 0
281 110 111 4.000 4 0
282 111 112 6.000 4 0
283 105 113 4.000 4 0
284 106 114 4.000 4 0
285 107 115 4.000 4 0
286 108 116 4.000 4 0
287 109 117 4.000 4 0
288 110 118 4.000 4 0
289 111 119 4.000 4 0
290 112 120 4.000 4 0
291 113 114 6.000 4 0
292 114 115 4.000 4 0
293 115 116 4.000 4 0
294 116 117 4.000 4 0
295 117 118 4.000 4 0
296 118 119 4.000 4 0
297 119 120 6.000 4 0
298 113 121 5.000 4 0
299 114 122 5.000 4 0
300 115 123 5.000 4 0
303 118 126 5.000 4 0
304 119 127 5.000 4 0
305 120 128 5.000 4 0
306 121 122 6.000 4 0
307 122 123 4.000 4 0
308 123 124 4.000 4 0
309 124 125 4.000 4 0
310 125 126 4.000 4 0
311 126 127 4.000 4 0
312 127 128 6.000 4 0
313 121 129 4.000 4 0
314 122 130 4.000 4 0
315 123 131 4.000 4 0
316 124 132 4.000 4 0
317 125 133 4.000 4 0

2014
318 126 134 4.000 4 0
319 127 135 4.000 4 0
320 128 136 4.000 4 0
321 129 130 6.000 4 0
322 130 131 4.000 4 0
323 131 132 4.000 4 0
324 132 133 4.000 4 0
325 133 134 4.000 4 0
326 134 135 4.000 4 0
327 135 136 6.000 4 0
328 129 137 6.000 4 0
329 130 138 6.000 4 0
330 131 139 6.000 4 0
331 132 140 6.000 4 0
332 133 141 6.000 4 0
333 134 142 6.000 4 0
334 135 143 6.000 4 0
335 136 144 6.000 4 0
336 137 138 6.000 4 0
337 138 139 4.000 4 0
338 139 140 4.000 4 0
339 140 141 4.000 4 0
340 141 142 4.000 4 0
341 142 143 4.000 4 0
342 143 144 6.000 4 0
343 97 145 3.150 1 0
344 98 146 3.150 1 0
345 99 147 3.150 1 0
346 100 148 3.150 1 0
347 101 149 3.150 1 0
348 102 150 3.150 1 0
349 103 151 3.150 1 0
350 104 152 3.150 1 0
351 105 153 3.150 2 0
352 106 154 3.150 2 0
353 107 155 3.150 2 0
354 108 156 3.150 2 0
355 109 157 3.150 2 0
356 110 158 3.150 2 0
357 111 159 3.150 2 0
358 112 160 3.150 2 0
359 113 161 3.150 2 0
360 114 162 3.150 2 0
361 115 163 3.150 3 0
362 116 164 3.150 3 0
363 117 165 3.150 3 0

2014
364 118 166 3.150 3 0
365 119 167 3.150 2 0
366 120 168 3.150 2 0
367 121 169 3.150 2 0
368 122 170 3.150 2 0
369 123 171 3.150 3 0
370 124 172 3.150 3 0
371 125 173 3.150 3 0
372 126 174 3.150 3 0
373 127 175 3.150 2 0
374 128 176 3.150 2 0
375 129 177 3.150 2 0
376 130 178 3.150 2 0
377 131 179 3.150 2 0
378 132 180 3.150 2 0
379 133 181 3.150 2 0
380 134 182 3.150 2 0
381 135 183 3.150 2 0
382 136 184 3.150 2 0
383 137 185 3.150 1 0
384 138 186 3.150 1 0
385 139 187 3.150 1 0
386 140 188 3.150 1 0
387 141 189 3.150 1 0
388 142 190 3.150 1 0
389 143 191 3.150 1 0
390 144 192 3.150 1 0
391 145 146 6.000 4 0
392 146 147 4.000 4 0
393 147 148 4.000 4 0
394 148 149 4.000 4 0
395 149 150 4.000 4 0
396 150 151 4.000 4 0
397 151 152 6.000 4 0
398 145 153 6.000 4 0
399 146 154 6.000 4 0
400 147 155 6.000 4 0
401 148 156 6.000 4 0
402 149 157 6.000 4 0
403 150 158 6.000 4 0
404 151 159 6.000 4 0
405 152 160 6.000 4 0
406 153 154 6.000 4 0
407 154 155 4.000 4 0
408 155 156 4.000 4 0
409 156 157 4.000 4 0

2014
410 157 158 4.000 4 0
411 158 159 4.000 4 0
412 159 160 6.000 4 0
413 153 161 4.000 4 0
414 154 162 4.000 4 0
415 155 163 4.000 4 0
416 156 164 4.000 4 0
417 157 165 4.000 4 0
418 158 166 4.000 4 0
419 159 167 4.000 4 0
420 160 168 4.000 4 0
421 161 162 6.000 4 0
422 162 163 4.000 4 0
423 163 164 4.000 4 0
424 164 165 4.000 4 0
425 165 166 4.000 4 0
426 166 167 4.000 4 0
427 167 168 6.000 4 0
428 161 169 5.000 4 0
429 162 170 5.000 4 0
430 163 171 5.000 4 0
433 166 174 5.000 4 0
434 167 175 5.000 4 0
435 168 176 5.000 4 0
436 169 170 6.000 4 0
437 170 171 4.000 4 0
438 171 172 4.000 4 0
439 172 173 4.000 4 0
440 173 174 4.000 4 0
441 174 175 4.000 4 0
442 175 176 6.000 4 0
443 169 177 4.000 4 0
444 170 178 4.000 4 0
445 171 179 4.000 4 0
446 172 180 4.000 4 0
447 173 181 4.000 4 0
448 174 182 4.000 4 0
449 175 183 4.000 4 0
450 176 184 4.000 4 0
451 177 178 6.000 4 0
452 178 179 4.000 4 0
453 179 180 4.000 4 0
454 180 181 4.000 4 0
455 181 182 4.000 4 0
456 182 183 4.000 4 0
457 183 184 6.000 4 0

2014
458 177 185 6.000 4 0
459 178 186 6.000 4 0
460 179 187 6.000 4 0
461 180 188 6.000 4 0
462 181 189 6.000 4 0
463 182 190 6.000 4 0
464 183 191 6.000 4 0
465 184 192 6.000 4 0
466 185 186 6.000 4 0
467 186 187 4.000 4 0
468 187 188 4.000 4 0
469 188 189 4.000 4 0
470 189 190 4.000 4 0
471 190 191 4.000 4 0
472 191 192 6.000 4 0

2014
7.7.4) Section Properties
Property Section
Area
(cm2)
Iyy
(cm4)
Izz
(cm4)
J
(cm4)
1 Rect 0.40x0.40 1.6E 3 213E 3 213E 3 360E 3 CONCRETE
2 Rect 0.40x0.40 1.6E 3 213E 3 213E 3 360E 3 CONCRETE
3 Cir 0.40 1.26E 3 126E 3 126E 3 251E 3 CONCRETE
4 Rect 0.45x0.23 1.04E 3 45.6E 3 175E 3 124E 3 CONCRETE
7.7.5) Materials
Material Name
E
(KN/mm2)

Density
(kg/m3)
3 STEEL 205.000 0.300 7.83E 3 12E -6
4 STAINLESS STEEL 197.930 0.300 7.83E 3 18E -6
5 ALUMINUM 68.948 0.330 2.71E 3 23E -6
6 CONCRETE 21.718 0.170 2.4E 3 10E -6
7.7.8) Supports
Material

(1/°K)
Node
X
(kN/mm)
Y
(kN/mm)
Z
(kN/mm)
rX
(kN-m/deg)
rY
(kN-m/deg)
rZ
(kN-m/deg)
1 Fixed Fixed Fixed Fixed Fixed Fixed

2014
7.7.9) Basic Load Cases
Number Name
1 DL
2 LL

2014
7.7.10) Combination Load Cases
Comb
.
Combination L/C Name Primary Primary L/C Name Factor
3 DL+LL*.5 1 DL 1.00
2 LL 0.50
4 (DL+LL)*1.5 1 DL 1.50
2 LL 1.50
7.7.11) Beam Loads : 1 DL
Beam Type Direction Fa
131 UNI kN/m GY -14.400
132 UNI kN/m GY -14.400
133 UNI kN/m GY -14.400
134 UNI kN/m GY -14.400
135 UNI kN/m GY -14.400
136 UNI kN/m GY -14.400
137 UNI kN/m GY -14.400
138 UNI kN/m GY -14.400
139 UNI kN/m GY -6.400
144 UNI kN/m GY -6.400
145 UNI kN/m GY -14.400
146 UNI kN/m GY -6.400
152 UNI kN/m GY -6.400
153 UNI kN/m GY -14.400
159 UNI kN/m GY -6.400
160 UNI kN/m GY -14.400
174 UNI kN/m GY -6.400
175 UNI kN/m GY -14.400
183 UNI kN/m GY -14.400
189 UNI kN/m GY -6.400
190 UNI kN/m GY -14.400
191 UNI kN/m GY -6.400
197 UNI kN/m GY -6.400
198 UNI kN/m GY -14.400
199 UNI kN/m GY -6.400
204 UNI kN/m GY -6.400
205 UNI kN/m GY -14.400
206 UNI kN/m GY -14.400
207 UNI kN/m GY -14.400
208 UNI kN/m GY -14.400
209 UNI kN/m GY -14.400
210 UNI kN/m GY -14.400
211 UNI kN/m GY -14.400
212 UNI kN/m GY -14.400
261 UNI kN/m GY -14.400

2014
262 UNI kN/m GY -14.400
263 UNI kN/m GY -14.400
264 UNI kN/m GY -14.400
265 UNI kN/m GY -14.400
266 UNI kN/m GY -14.400
267 UNI kN/m GY -14.400
268 UNI kN/m GY -14.400
269 UNI kN/m GY -6.400
270 UNI kN/m GY -6.400
271 UNI kN/m GY -6.400
272 UNI kN/m GY -6.400
273 UNI kN/m GY -6.400
274 UNI kN/m GY -6.400
275 UNI kN/m GY -14.400
276 UNI kN/m GY -6.400
277 UNI kN/m GY -6.400
278 UNI kN/m GY -6.400
279 UNI kN/m GY -6.400
280 UNI kN/m GY -6.400
281 UNI kN/m GY -6.400
282 UNI kN/m GY -6.400
283 UNI kN/m GY -14.400
284 UNI kN/m GY -6.400
289 UNI kN/m GY -6.400
290 UNI kN/m GY -14.400
297 UNI kN/m GY -6.400
298 UNI kN/m GY -14.400
299 UNI kN/m GY -6.400
304 UNI kN/m GY -6.400
305 UNI kN/m GY -14.400
312 UNI kN/m GY -6.400
313 UNI kN/m GY -14.400
314 UNI kN/m GY -6.400
319 UNI kN/m GY -6.400
320 UNI kN/m GY -14.400
321 UNI kN/m GY -6.400
322 UNI kN/m GY -6.400
323 UNI kN/m GY -6.400
324 UNI kN/m GY -6.400
325 UNI kN/m GY -6.400
326 UNI kN/m GY -6.400
327 UNI kN/m GY -6.400
328 UNI kN/m GY -14.400
329 UNI kN/m GY -6.400
330 UNI kN/m GY -6.400
331 UNI kN/m GY -6.400
332 UNI kN/m GY -6.400
333 UNI kN/m GY -6.400
334 UNI kN/m GY -6.400
335 UNI kN/m GY -14.400
336 UNI kN/m GY -14.400
337 UNI kN/m GY -14.400
338 UNI kN/m GY -14.400
339 UNI kN/m GY -14.400
340 UNI kN/m GY -14.400
341 UNI kN/m GY -14.400
342 UNI kN/m GY -14.400
391 UNI kN/m GY -4.573980
405 UNI kN/m GY -4.570

2014
413 UNI kN/m GY -4.570
420 UNI kN/m GY -4.570
428 UNI kN/m GY -4.570
435 UNI kN/m GY -4.570
443 UNI kN/m GY -4.570
450 UNI kN/m GY -4.570
458 UNI kN/m GY -4.570
465 UNI kN/m GY -4.570
466 UNI kN/m GY -4.570
467 UNI kN/m GY -4.570
468 UNI kN/m GY -4.570
469 UNI kN/m GY -4.570
470 UNI kN/m GY -4.570
471 UNI kN/m GY -4.570
472 UNI kN/m GY -4.570
7.7.12) Floor Loads : 1 DL
Load
(N/mm2)
Min Ht.
(m)
Max Ht.
(m)
Min X
(m)
Max X
(m)
Min Y
(m)
Max Y
(m)
-0.004 3.000 8.000 - - - -
7.7.13) Selfweight : 1 DL
Direction Factor

2014
Y -1.000
7.7.13) Floor Loads : 2 LL
Load
(N/mm2)
Min Ht.
(m)
Max Ht.
(m)
Min X
(m)
Max X
(m)
Min Y
(m)
Max Y
(m)
-0.002 6.000 8.000 - - - -
-0.004 2.000 6.400 - - - -
FIGURE ( 9 ) dead and live load conditions effect

2014
figure(10) Bending moment in beams of structure
Figure (11) Shear force diagram

2014
B E AM 261 TYPE 1 GROUND FLOOR
D E S I G N R E S U L T S
M30 Fe415 (Main) Fe415 (Sec.)
LENGTH: 6000.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1500.0 mm 3000.0 mm 4500.0 mm 6000.0 mm
----------------------------------------------------------------------------
TOP 982.46 0.00 0.00 0.00 1126.25
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 197.38 635.27 197.38 0.00
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 5-16í 2-16í 2-16í 2-16í 6-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 2-12í 2-12í 6-12í 2-12í 2-12í
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 615.0 mm AWAY FROM START SUPPORT
VY = 108.09 MX = 0.33 LD= 4
Provide 2 Legged 8í @ 140 mm c/c
SHEAR DESIGN RESULTS AT 615.0 mm AWAY FROM END SUPPORT
VY = -111.74 MX = 0.33 LD= 4
=========================================================================

2014

2014
BEAM NO. 262 TYPE 2 GROUND FLOOR
STAAD SPACE -- PAGE NO. 149
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 488.12 197.86 0.00 0.00 335.11
BOTTOM 0.00 0.00 197.38 197.38 0.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 7-10í 3-10í 2-10í 2-10í 5-10í
BOTTOM 2-12í 2-12í 2-12í 2-12í 2-12í
----------------------------------------------------------------------------
VY = 60.21 MX = -0.01 LD= 4
VY = -50.56 MX = -0.01 LD= 4
============================================================================

2014
BEAM NO. 391 TYPE 1 FIRST FLOOR
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 475.43 0.00 0.00 0.00 575.51
BOTTOM 0.00 197.86 373.33 197.86 0.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 3-16í 2-16í 2-16í 2-16í 3-16í
BOTTOM 2-10í 3-10í 5-10í 3-10í 2-10í
----------------------------------------------------------------------------
VY = 60.04 MX = 0.46 LD= 4
VY = -63.82 MX = 0.46 LD= 4
=========================================================================

2014
BEAM NO. 392 TYPE 2 FIRST FLOOR
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 276.77 197.86 0.00 0.00 197.86
BOTTOM 0.00 0.00 197.38 197.38 0.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 4-10í 3-10í 2-10í 2-10í 3-10í
BOTTOM 2-12í 2-12í 2-12í 2-12í 2-12í
----------------------------------------------------------------------------
VY = 33.31 MX = -0.23 LD= 4
VY = -26.09 MX = -0.23 LD= 4
============================================================================

2014
COLUMN NO. 214 TYPE 1 GROUND FLOOR
LENGTH: 3150.0 mm CROSS SECTION: 400.0 mm X 400.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 4 END JOINT: 50 SHORT COLUMN
REQD. STEEL AREA : 344.67 Sq.mm.
REQD. CONCRETE AREA: 43083.66 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.57%, 904.78 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
----------------------------------------------------------
Puz : 2262.63 Muz1 : 98.76 Muy1 : 98.76
INTERACTION RATIO: 0.47 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)
----------------------------------------------------------
WORST LOAD CASE: 4
END JOINT: 98 Puz : 2429.40 Muz : 123.28 Muy : 123.28 IR:
0.72

2014
============================================================================

2014
LENGTH: 3150.0 mm CROSS SECTION: 400.0 mm dia. COVER: 40.0 mm
TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c
----------------------------------------------------------
Puz : 1775.42 Muz1 : 64.97 Muy1 : 64.97
----------------------------------------------------------
WORST LOAD CASE: 4
0.26
============================================================================

2014
LENGTH: 3150.0 mm CROSS SECTION: 400.0 mm X 400.0 mm COVER: 40.0 mm
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c
----------------------------------------------------------
Puz : 2653.65 Muz1 : 121.99 Muy1 : 121.99
----------------------------------------------------------
WORST LOAD CASE: 4
0.94
============================================================================

2014
COLUMN NO. 369 TYPE 2 FIRST FLOOR
LENGTH: 3150.0 mm CROSS SECTION: 400.0 mm dia. COVER: 40.0 mm
TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c
----------------------------------------------------------
Puz : 1731.09 Muz1 : 36.12 Muy1 : 36.12
----------------------------------------------------------
WORST LOAD CASE: 4
0.35
============================================================================

2014
7.8) RESULT-
************* CONCRETE TAKE OFF **************
(FOR BEAMS AND COLUMNS DESIGNED ABOVE)
TOTAL VOLUME OF CONCRETE = 178.52 CU.METER
BAR DIA WEIGHT
(in mm) (in New)
-------- --------
8 44546.16
10 11284.92
12 53477.78
16 7508.67
20 7605.03
------------
*** TOTAL= 124422.55
154. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= APR 25,2013 TIME= 15:12:53 ****

2014
CHAPTER-8
ADVANTAGES AND
LIMITATIONS

2014
8.1) ADVANTAGES:
 It saves wastage
of money and time of the students in transportation from campus to main city.
 The students
will be able to take lunch and fast food.
 College campus
provides a lot of space and facility to find the maximum utility in peak hour as in
lunch or at the time of Sunday shopping.
 Availability of
goods without bargaining cause of shops are licensed by college management with
strict rules and regulation.
 The proposed
project site is easily approachable from either ends of the college.
 The construction
technique employed is based on modern approach of working over the limit states.
8.2) LIMITATIONS:

2014
This project was under taken for the partial fulfillment of the award of bachelor of
technology in civil engineering at college level. The project has been completed with
sincere efforts and through study and data collection under the limitation of circumstances.
Keeping in view the time and resource constraints the scope of the work is limited as
below:
 The project has
an accommodation capacity of not more than 320 people in cafeteria.
 The conclusions might have affected due to shortage of time. Hence further
studies should be carried out in future to improve above results and
recommendations.
CHAPTER – 9
CONCLUSION

2014
9.1) CONCLUSION:
At the onset of this design project, there were two possible design methods of design of
structural members, i.e. working stress method and limit state method. The project began
by brainstorming and developing several different ideas. Each member of the design team
focused on a specific method of deploying the array. The limit state method is best in
design of reinforced concrete. After developing design method, the design group
implemented a set of criteria to determine the feasibility of each design.
The criteria consisted of material selection, configuration, analysis, and verification
testing. By evaluating the criteria for each design consideration, the group concluded
the LSM (limit state method) of design would best meet the criteria that were
established.
The limit state design method met all the criteria that the group incorporated. And the
limit state method is safe and economical as we have discussed in this project. The
reliability of the structural design would depend on the strength of the material used for
the Structures. The analysis of the frame structure is done using STADD PRO software
which made the work easy in comparison to do it manually.

2014
9.2) APPLICATION:
 Books and magazines
 Stationary shop
 Clothing
 Footwear
 Fashion accessories
 Food service
 Drug stores
 Personal care
 Sporting goods and kits
 Gift shop
 Bakery shop
POINTS OF CONSIDERATION:
 Create an exciting, “cool” environment students want to be part of.
 Combine college mascots, mottos, and themes to create a unique environment for
student pride.
 Use traffic control systems to move students efficiently through the serving area
and towards the shops.
In this project we have discussed all works required for construction purpose, i.e. survey
and site investigation, planning, design studies etc.
Overall, the investigation, planning and design of shopping centre cum cafetria in SRM
University were feasible.

2014
CHAPTER -10
FUTURE SCOPE OF THE
PROJECT

2014
10.1) FUTURE SCOPE
Future scope of project lies in its practicability; and for achieving prospect, the basic aim
of developer lies in setting up a new structure i.e. to provide facilities to user and to
decrease the problem for which structure is to be constructed.
The scope of planning, design, and analysis of shopping centre cum cafeteria is not limited
to the application of a building to the soil. It deals with all aspects and problems extending
from foundation to the structural frame. It deals with the design of all construction works
such as foundation, beams, walls, column, roof type, etc. in connection with strength and
durability of the structure, as well as the problem of safety and security requirements,
Increment in Size of building, Increase in space.
The SRMGPC is approachable by wide and comfortable driving roads from different parts
of Lucknow and nearby cities. The transportation of the site is easy and comfortable. So
the project has much scope in field of construction.
for the near future space requirement can be fulfilled by constructing a floor above the first
floor and facilitating staircase. Design of structure is analyzed according to the future
requirement of one more floor above existing structure.
APPENDIX-1

2014
LIST OF FIGURES:
FIGURE NO. DESCRIPTION PAGE
FIGURE 1 NOMENCLATURE OF COMMON BRICK 23
FIGURE 2 STRESS STRAIN CURVE FOR HIGH STRENGTH STEEL 24
FIGURE 3 STADD PRO FILE VIEW 31
FIGURE 4 PLAN AND SECTIONAL DIAGRAM OF FOOTING 36
FIGURE 5 PLAN OF THE MODEL OF FRAME STRUCTURE 39
FIGURE 6 FRAME STRUCTURE 3 D VIEW 39
FIGURE 7 PLAN OF GROUND AND FIRST FLOOR 41
FIGURE 8 3 D VIEW OF 2 STORY BUILDING 42
FIGURE 9 DEAD AND LIVE LOAD CONDITIONS 65
FIGURE 10 BENDING MOMENT IN BEAMS 66
FIGURE 11 SHEAR FORCE DIAGRAM 66
LIST OF TABLES
TABLE NO. DESCRIPTION PAGE
TABLE 1 PROPERTIES OF BUILDING MATERIALS 21
TABLE 2 PHYSICAL PROPERTIES OF MARBLE 23
TABLE 3 GENERAL PROPERTIES OF STEEL 24
REFERENCES:

2014
 General construction in steel- Code of practice IS: 800-2007, Bureau of Indian
Standards, New Delhi, 2007.
 Indian standard, plain and reinforced concrete, code of practice 456-2000, Bureau
of Indian standards, New Delhi, 2000.
 Code of practice for determination of Bearing Capacity of Shallow Foundations,
IS: 6403-1981.
 Code of practice for structural safety of building, loading standards, IS: 875-1987,
Bureau of Indian Standards, New Delhi, 1989.
 Code of practice for subsurface investigation for foundation IS 1892-1979, Bureau
of Indian Standards, New Delhi, 1981.
 S.K. Duggal, Limit State Design of Steel Structures.
 Dr. K.R. Arora, Soil Mechanics and Foundation Engineering

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