Literature Review

CHAPTER-1
INTRODUCTION
1. Introduction
The basics needs of human existences are food, clothing’s & shelter. From times immemorial man has
been making efforts in improving their standard of living. The point of his efforts has been to provide an
economic and efficient shelter. The possession of shelter besides being a basic, used, gives a feeling of
security, responsibility and shown the social status of man.

Every human being has an inherent liking for a peaceful environment needed for his pleasant
living, this object is achieved by having a place of living situated at the safe and convenient
location, such a place for comfortable and pleasant living requires considered and kept in view.




A Peaceful environment.
Safety from all natural source & climate conditions
General facilities for community of his residential area.

The engineer has to keep in mind the municipal conditions, building bye laws, environment,
financial capacity, water supply, sewage arrangement, provision of future, aeration, ventilation
etc., in suggestion a particular type of plan to any client.

2.1Demand of houses
The house is the first unit of the society and it is the primary unit of human habitation. The house
is built to grant the protection against wind, weathers, and to give insurance against physical
insecurity of all kinds.
The special features of the demand for housing consist of in its unique nature and depend on the
following factors.




Availability of cheap finance.
Availability of skilled labour.
Availability of transport facility.

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



Cost of labours & material of construction.
Predictions of future demand.
Rate of interest on investment e. g., low rates of interest with facilities of long term






payment may facilities investment in housing.
Rate of population growth and urbanization.
Supply of developed plots at reasonable prices.
Taxation policy on real estates
Town planning & environmental conditions.

3.1 Classification of buildings based on occupancy
Group-a - Residential buildings.
Group-b - Educational buildings.
Group-c - Institutional buildings.
Group-d - Assembly buildings.
Group-e - Business buildings.
Group-f - Mercantile buildings.
Group-g - Industrial buildings.
Group-h - Storage buildings.
Group-i - Hazardous buildings.

a) Residential building
These building include any building in which sleeping accommodation provide for
normal residential purposes, with or without cooking and dining facilities. It includes
single or multi-family dwellings, apartment houses, lodgings or rooming houses,
restaurants, hostels, dormitories and residential hostels.

b) Educational buildings
These include any building used for school, college or day-care purposes involving
assembly for instruction, education or recreation and which is not covered by assembly
buildings.

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c) Institutional buildings
These buildings are used for different purposes, such as medical or other treatment or
care of persons suffering from physical or mental illness, diseases or infirmity, care of
infants, convalescents or aged persons and for penal detention in which the liberty of the
inmates is restricted. Institutional buildings ordinarily provide sleeping accommodation
for the occupants.

d) Assembly buildings
These are the buildings where groups of people meet or gather for amusement, recreation,
social, religious, assembly halls, city halls, marriage halls, exhibition halls, museums,
places of work ship, etc.

e) Business building
These buildings are used for transaction of business, for keeping of accounts and records
and for similar purposes, offices, banks, professional establishments, courts houses,
libraries. The principal function of these buildings is transaction of public business and
keeping of books and records.

f) Mercantile buildings
These buildings are used as shops, stores, market, for display an sale of merchandise
either wholesale or retail, office, shops, storage service facilities incidental to the sale of
merchandise and located in the same building.

g) Industrial buildings

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These are buildings where products or materials of all kinds and properties are
fabrication, assembled, manufactured or processed, as assembly plant, laboratories, dry
cleaning plants, power plants, pumping stations, smoke houses, laundries etc.

h) Storage buildings
These buildings are used primarily for the storage or sheltering of goods, wares or
merchandise vehicles and animals, as warehouses, cold storage, garages, trucks.

i) Hazardous buildings
These buildings are used for the storage, handling, manufacture or processing of highly
combustible or explosive materials or products which are liable to burn with extreme
rapidly and/or which may produce poisonous elements for storage handling, acids or
other liquids or chemicals producing flames, fumes and ex plosive, poisonous, irritant or
corrosive gases processing of any material producing explosive mixtures of dust which
result in the division of matter into fine particles subjected to spontaneous ignition.
4.1 General
Selection of plot is very important for buildings a house. Site should be in good place where
there community but service is convenient but not so closed that becomes a source of
inconvenience or noisy. The conventional transportation is important not only because of present
need but for retention of property value in future closely related to are transportation, shopping,
facilities also necessary. One should observe the road condition whether there is indication of
future development or not in case of undeveloped area.
The factors to be considered while selecting the building site are as follows:-







Access to park & play ground.
Agriculture polytonality of the land.
Availability of public utility services, especially water, electricity & sewage disposal.
Contour of land in relation to the building cost, Cost of land.
Distance from places of work.

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





Ease of drainage.
Location with respect to school, college & public buildings.
Nature of use of adjacent area.
Transport facilities.
Wind velocity and direction.
CHAPTER-5
SURVEY OF THE SITE

5.1 General points


Reconnaissance survey: the following has been observed during reconnaissance survey of




the site.
Site is located nearly.
The site is very clear planned without ably dry grass and other throne plants over the







entire area.
No leveling is require since the land is most uniformly level.
The ground is soft.
Labour available nearby the site.
Houses are located near by the site.
Detailed survey: the detailed survey has been done to determine the boundaries of the
required areas of the site.
CHAPTER-6
RESIDENTIAL BUILDING

6.1 General
Requirement for residential accommodation are different for different classes of people &
depends on the income &status of the individual a highly rich family with require a luxurious
building, while a poor man can satisfied with a single room house for even poor class family.
A standard residential building of bungalow type with has drawing room, dining room office
room, guest room, kitchen room, store, pantry, dressing room, bath room, front verandah, stair
etc., for other house the number of rooms may be reduced according to the requirements of many
available.

a) LIMITATION OF BUILT UP AREA

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Area of plot up to 200sq.m (240sq.yd)

----

maximum permissible built up area

Ground and first

----

60% of site area on floor only.

201 to 500sq.m (241to 600sq.yd)

----

50% of the site area.

501 to 1000sq.m (601 to 1200sq.yd)

----

40% of the site area

More than 1000sq.m

----

33% of the site area.

b) MINIMUM FLOOR AREA & HEIGHT OF ROOMS

FLOOR AREA

Living room

HEIGHT (m)

10sqm (100sqft)
(Breadth min 2.7 m or 9’)

3.3 (11’)

Kitchen

6sqm (60sqft)

3.0 (10’)

Bath

2sqm (20sqft)

2.7 (9’)

Bath & water closet

3.6sqm (36sqft)

2.7 (9’)

Servant room

10sqm (100sqft)

3.0 (10’)

Garage

2.5*4.8 m (8’*16’)

3.0 (10’)

Min. Height of plinth
For main building

-------

0.6 (2’)

Min. Height of plinth for
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Servant quarters

-------

0.3 (1’)

Min. Depth of foundation

-------

0.9 (3’)

Thickness of wall

20cms to 30cms
(9” to13.5”)

------

Damp proof course

2cms to 2.5cms

thick full width of
(3/4” to1”) plinth wall

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CHAPTER-7
BUILDING BYE LAWS & REGULATIONS
7.1 Bye laws and Regulations


Line of building frontage and minimum plot sizes.



Open spaces around residential building.



Minimum standard dimensions of building elements.



Provisions for lighting and ventilation.



Provisions for safety from explosion.



Provisions for means of access.



Provisions for drainage and sanitation.



Provisions for safety of works against hazards.



Requirements for off-street parking spaces.



Requirements for landscaping.



Special requirements for low income housing.



Size of structural elements.

CHAPTER-8
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ARRANGEMENT OF ROOMS
8.1 General


Living room



Kitchen



Store room



Bed room



Office room



Bath & w c



Dressing room



Verandah



Stair case

Living rooms
This is the area is for general use. Hence the living & drawing room should be planned near the
entrance south east aspects. During colder day the sun is towards the south & will receive
sunshine which is a welcoming feature. During summer sunshine is to the northern side & entry
of sunrays from southern or south – east aspects do not arise.

Kitchen
Eastern aspects to admit morning sun to refresh & purity the air.

Reading room

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North aspects this makes more suitable since there will be no sun from north side for most part of
the year.

Bed room
Bed may also be provided with attached toilets, there size depends upon the number of beds, they
should be located so as to give privacy & should accommodate beds, chair, cupboard, etc., and
they should have north or – west south – west aspect.

Bath & water closet
Bath and water closet are usually combined in one room & attached to the bed room and should
be well finished. This should be filled with bath tub, shower, wash-hand basin, w.c, shelves,
towels, racks brackets, etc., all of white glazed tiles. Floor should be mosaic or white glazed
files. Instead of providing all bed room with attached bath and W.C separated baths & latrines
may also be provided.

Verandah
There should verandah in the front as well as in the rear. The front verandah serves setting place
for male members & weighting place for visitors. The back verandah serve a ladies apartment for
their sitting, working controlling, kitchen works etc., verandah project the room against direct
sun, rain & weather effect. They used as sleeping place during the summer and rainy season &
are used to keep various things verandah also give appearance to the building. The area of a
building may vary from 10% to 20% of the building.

Stair case
This should be located in a easily accessible to all members of the family, when this is intended
for visitors it should be in the front, may be on one side of verandah. It meant for family use
only, the staircase should be placed the rear. The stairs case should be well ventilated & lighted
the middle to make it easy & comfortable to climb. Rises & threads should be uniform through to
keep rhythm while climbing or descending.
Some helpful points regarding the orientation of a building are as follows:

Long wall of the building should face north south, short wall should face.

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

East and west because if the long walls are provided in east facing, the wall.



Absorb more heat of sun which causes discomfort during night.



A verandah or balcony can be provided to wards east & west to keep the rooms cool.



To prevent sun’s rays & rain from entering a room through external doors & windows
sunshades are required in all directions.

Orientation
After having selected the site, the next step is proper orientation of building. Orientation means
proper placement of rooms in relation to sun, wind, rain, topography outlook and at the same time
providing a convenient access both to the street and back yard.

The factors that effect orientation most are as follows:


Solar heat



Wind direction



Humidity



Rain fall



Intensity of wind site condition



Lightings and ventilation

Solar heat
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Solar heat means sun’s heat; the building should receive maximum solar radiation in winter and
minimum in summer. For evaluation of solar radiation, it is essential to know the duration of
sunshine and hourly solar intensity on exposed surfaces.

Wind direction
The winds in winter are avoided and are in summer, they are accepted in the house to the
maximum extent.

Humidity
High humidity which is common phenomenon is in coastal areas, causes perspiration, which is
very uncomfortable condition from the human body and causes more discomfort.

Rain fall
Direction and intensity of rainfall effects the drainage of the site and building and hence, it is
very important from orientation point of view.

Intensity of wind
Intensity of wind in hilly regions is high and as such window openings of comparatively small
size are recommended in such regions.

Site conditions
Location of site in rural areas, suburban areas or urban areas also effects orientation, sometimes
to achieve maximum benefits, the building has to be oriented in a particular direction.

Lighting
Good lighting is necessary for all buildings and three primary aims.


The first is to promote the work or other activities carried on within the building.



The second is to promote the safety of people using the buildings.

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The third is to create, in conjunction to interest and of well beings.

Ventilation
Ventilation may be defined as the system of supplying or removing air by natural or mechanical
mean or from any enclosed space to create and maintain comfortable conditions. Operation of
building and location to windows helps in providing proper ventilation. A sensation of comfort,
reduction in humidity, removal of heat, supply of oxygen is the basic requirements in ventilation
apart from reduction of dust.

Literature review:
Within the construction industry the last twelve years have seen an increased interest in the study
of the environmental impact of building materials on the environment. The research has centered
on the determination of embodied energy of particular building materials and the life cycle
impacts of materials and systems on the environment. A survey of the relevant literature used to
inform this investigation is presented to identify both similarities and distinctions between what
has been undertaken here and what has previous investigated. The topics are conceptually
organized to follow the progression of a built project:
1. Population density and a reduction in building footprint as solutions to environment problems
2. Design phase considerations of embodied energy and life cycle impacts
3. Construction industry's impact on the environment
4. Environmental impacts of individual building materials
5. Environmental impacts whole structures as the functional unit of assessment
6. Accounting methods: process analysis, input/output analysis and hybrid
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7. Design for disassembly and end-of-life considerations
Environmental Impacts of Individual Building Materials and Products:
Holtzhausen (Holtzhausen, 2007) provides an overview of numerous building materials and
their calculated embodied energy. The results are specific to New Zealand but some information
is relevant outside the country. The paper places greater emphasis on aluminum, steel and
concrete and discusses the most effective way to reductive the energy intensity of each material.
Cement's negative profile can be improved by using more limestone and recycling kiln dust.
Steel can be improved by design for disassembly and reuse of existing structural members and
avoid recycling (since most of steel is recycled anyway). Aluminum can benefit from improving
rates of recycling. When 95% of aluminum is recycle it results in 50% reduction of CO2
equivalents. The author also introduced an important concept of differential durability. This
describes the situation whereby usage of a material with low embodied energy also can lead to
durability concerns when built in conjunction with materials having greater longevity. Buildings
intended for a long life span should have materials that do not require frequent replacement. The
relevance to this thesis is durability in affordable housing projects will become an important
when calculating return on investments. A building owner may be willing to pay more in initial
capital costs for a building product that requires less maintenance over the life span of the
building. Citherlet, Guglielmo and Gay (Stephane Citherlet, 2000) investigated the life cycle of
various glazing systems. Durability of various components were studied. The results indicated
aluminum frames had the greatest use of non renewable energy and the greatest global warming
potential as a result of the manufacturing process. Wood frames or wood in combination with
aluminum performed better. The study of actual glass revealed laminated glass and diffuse glass
were the most energy intensive and also displayed larger negative global warming potential
(GWP) profiles. Despite these results during the manufacturing stage, the authors found the
improved insulative effects of the advanced glazing systems outweighed their negative impact
during the pre-use phase. Petersen and Soldberg (Petersen & Solberg, 2005) conducted an
investigation seeking to identify the state-of-the-art, c2001, of LCAs comparing wood to other
building materials. The paper involved a review of all previous research on the topic and a
summary of their findings showed that wood is less energy intensive than both steel and
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concrete. Wooden structures when land-filled or treated with wood preservatives performed
significantly worse when other environmental indicators were assessed, such as: methane and
eutrophication. The authors critiqued the general absence of comparative cost analyses to
complement the LCA studies. In their opinion in order to effect policy change wood needs to be
shown to be cost competitive with other forms of construction.
The construction industry in India in more complex and subjected to greater risk as compared to
any other business and thus, it is important for the selection as well as implementation of
effective strategies of risk management in order for the project to be successful and thus forms
the core introductory principles of risk management. The completion of construction projects
within the projected time span has always been the most challenging task for the construction
companies and it is found that many construction projects have been unsuccessful in the
delivering the projects at time, cost and quality which the clients and their consultants had
perceived before the starting of the project and thus, it is important for the management to
efficiently design a plan of action to achieve the goals and requirements. As per a report
published by Economy Watch (2010) – Construction Industry Trends all over the world show a
rise in its rate of growth. This industry is composed of many components including construction
of heavy and civil engineering (highways, bridges, railway tracks, airports, etc.), real estate (both
residential as well as commercial) development, and specialized construction products (such as
architectural products, electrical connections, decorative items, etc.). All these segments cannot
be expected to show similar trends and in fact are showing differential growth pattern all over the
world. India is seeing a boom in the construction sector mainly due to the government initiative
in expansion of the developmental facilities. Economic upsurge has also generated enhanced
generation of demand in the real estate sector (both residential as well as commercial).
Construction Industry in India is rising at a phenomenal rate of 7 to 8% p.a.
As per the market research report published by the Consolidated Construction Consortium
Limited (2011), our construction industry suffers from capacity constraints, lack of trained
manpower and managerial skills with performance much below international level. The industry
is starved of finance. Small and medium contractors do not have the wherewithal to upgrade their
capability, both hard and soft, to undertake high value time bound projects. Quality, safety,
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environment and social aspects are also not being addressed appropriately. The report concluded
that in the years ahead, the construction industry in India has to overcome various challenges
with respect to housing, environment, transportation, power or natural hazards. Technocrats
associated with the Indian construction industry need to employ innovative technologies and
skilled project handling strategies to overcome these challenges. The outstanding performance
under demanding situations in the 3 past will stand in good stead and give confidence to the
Indian construction industry to bring about an overall development in the infrastructure of the
nation. The gains of large investments in the mega-projects eventually will feedback to the
construction industry itself in the form of better economy and improved work conditions.
Araghadeep Laskar and CVR Murthy (2011) state that the construction industry is the second
largest industry of the country after agriculture. It makes a significant contribution to the national
economy and provides employment to large number of people. The use of various new
technologies and deployment of project management strategies has made it possible to undertake
projects of mega scale. In its path of advancement, the industry has to overcome a number of
challenges. However, the industry is still faced with some major challenges, including housing,
disaster resistant construction, water management and mass transportation. Recent experiences of
several new mega-projects are clear indicators that the industry is poised for a bright future.
Site Investigation:
A geotechnical site investigation is the process of collecting information and evaluating the
conditions of the site for the purpose of designing and constructing the foundation for a structure,
such as a building, plant or bridge. A geotechnical site investigation in permafrost regions is
more complex than in southern temperate climate regions because:
a) potential presence of ice within the soil or rock whose properties are temperature and
salinity dependent;
b) climate change is warming the ground thereby decreasing the strength of the frozen
ground and eventually thawing it and
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c) the presence of saline soils in coastal areas.
Good planning for and management of a geotechnical site investigation is the key to obtaining
sufficient and correct site information for designing a structure in a timely manner and with
minimum cost for the effort needed. The effort and detail of the geotechnical site investigation to
obtain sufficient and correct site information to select and design a foundation for a building in
permafrost is complex. It depends on:
a) Design criteria of the proposed structure;
b) Historic knowledge of general site conditions and building performance;
c) Drilling equipment availability;
d) Time of year the work needs to be done may determine the geotechnical site investigation
Method and finally;
e) The overall costs.
The collection of geotechnical data and the preparation of a report for a proposed structure
should be considered in four phases:
1. Project definition prepared by the owner in conjunction with an architect, if selected. The
project definition consists of architectural/engineering foundation criteria such as loading and
settlement; on or above ground structure; service life of structure, and proposed
design/construction schedule.
2. Preliminary site and project evaluation conducted by the geotechnical consultant selected for
the geotechnical site investigation.
It consists of preliminary site review of past geotechnical investigations of nearby sites and a
selection of likely foundation design(s) based on published literature and the geotechnical
consultant knowledge of the site. This preliminary evaluation and a consensus by the owner are
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used to develop the detail of the proposed geotechnical site investigation. Geotechnical Site
Investigation Guidelines for Building Foundations in Permafrost ii It will also determine if this
phase would be done in one or two steps. In the case of small buildings located on good ground
conditions, this phase could be done by means of an office evaluation to be followed by the
geotechnical site investigation. In the case of a major building and possible difficult permafrost,
this phase could be done in two steps. It would include a preliminary site visit by a geotechnical
engineer with permafrost experience to collect visible data and performance information of
existing buildings in order to complete the office phase of the evaluation and discuss the findings
with the owner and architect, if selected, to prepare the detailed site program. 3. Geotechnical
site investigation (test holes and sampling) and laboratory testing for soils characteristics. 4.
Geotechnical report preparation with recommended foundation system options. The client may
consider incorporating peer review in the overall process for projects that are large and/or located
in difficult permafrost conditions. This should not be viewed as a confrontational exercise but as
an additional resource to develop the best foundation design. The scope of these guidelines is to
plan a geotechnical site investigation in frozen soils, report the results from field exploration and
laboratory testing in terms of internationally recognized classification systems, and provide
foundation design and construction recommendations that address both the building requirements
and climate change.
Site investigation Report:
S.no
1
2
3
4
5
6
7

Description
Location

Specifications
Old MLA Quarter’s,

Area
Type of project
Cost of the project
Current site use
Ground conditions
Foundation Type

Hyderabad
4.45 acres
Construction
100 crores
Residential purposes
Generally with hard soil
Shallow foundation with
isolated footing solution will
be appropriate with
suspended floor slabs

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8
9
10
11
12
13
14
15
16

Utility of building
No. of storeys
Shape of building
No of staircases
No of flats in each storey
Type of walls
Single storey height
Height of plinth
Depth of foundation below

Residential building
14
Rectangular
14
10
Brick walls
3m
0.6 m above G.L
0.9 m below G.L

17
18

the G.L
Concrete grade
Steel

M20
Fe500

CHAPTER-9

DESIGNS
9.1 Introduction:
Necessity is the main reason to invent, due to day to day increase in population and migration of
people from rural areas and urban areas results in scarcity of land in the cities. As Engineers we
have to accommodate more number of people in the less space with their minimum
requirements. The idea was developed to grow in vertical manner. The idea derived as the
apartment system and sky scrapers.
Functional designing of the building has become more important and requirements of buildings
vary from building to building. Hence it is essential to finalize the program with reference to the
people who will be using the building. So it is necessary that every civil engineer knows the
basic principles involved in design of R.C.C structures.
Now our aim is to provide accommodation for group of people for living.

Engineering structures and structural design:
An engineering structure is an assembly of members or elements transferring load or resisting
external actions and providing a form to sever the desired functions.
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The structural design is a science and art of designing with economy and elegance. A durable
structure can safely carry the forces and can serve the desired functions satisfactorily during its
expected service life span.

Object and Basic requirement Of Structural Design:
 Strength
 Safety
 Durability
 Serviceability
 Economy
 Aesthetic beauty

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Stages in structural planning:
a) Column Positioning
b) Orientation Of Columns
c) Beam Locations
d) Spanning of Slabs
e) Layout and Planning of Stairs
f) Type of Footing

Column positioning:
The guiding principles, which help in deciding the position of columns, are:
a) Columns should preferably locate at or near the corner of the building and at
intersections of walls because basically the function of the column is to support beams,
which are normally placed under the walls to support them.
b) When the Centre distance between the intersection of walls is larger or where there are
not cross wall, the spacing between the two columns is governed by limitations on span
of the beam. As the span of the beam increases. Therefore large spans of the beam should
be avoided for economy reasons and from the considerations of controlling the deflection
and cracks.
c) Columns should be avoided inside a big hall as I mars the functional utility and the
appearance and obstructs the clear view and usable space.
d) Large spacing of column not only increases the span and the coast of the beams but it
increases the load on the column at each floor posing problem of stocky column in lower
stories of multistoried building.

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Orientation of Columns:
Normally the columns provided in a building are rectangular with width of column not less than
the width of supported beam for effective load transfer. The following guidelines can be useful
for deciding the orientation.
1. According to requirements of aesthetics and utility, projection of column outside the
wall. In the should be avoided as they not only give bad appearance but also obstruct the
usage of corners and creates problems in placing furniture flush with the wall. The depth
of column shall be in the plane of wall to avoid such offsets.
2. When a column is rigidly connected to beams at rigid angle. It required to carry
moments in additional to axial load in such cases , column should be oriented that the
depth of column perpendicular to the major axis of building so as to get moment resisting
capacity.
3. Also when the effective length of the column is one plane greater than that in other plane
at right angles, the greater dimensions shall be the plane having larger effective length.
The size of column which has been used for design of Residential Building is 230×330,
230×400, 230×450, and 300×600.

Position of Beams:
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Following are some of the guidelines for beams.
1.

Beams shall normally provide under the wall or below a heavy concentrated load to
avoid these loads directly coming on to slabs.

2.

Since beams are primarily provided to support slabs, its spacing shall be decided by the
maximum spans of slabs.

Spanning of Slabs:
This is decided by the positions of supporting beams or walls. The slab acts as a one way
supported slab when the supports are at the opposite sides or only one direction. However the
two way action of the slab does not depend only on the manner in which it is supported but also
on the aspect ratio or reinforcement in two directions and boundary conditions.
The type of stair and its layout is governed by the available size of staircase room and position of
beams and column along the boundary of staircase.

Choice of Footing Type:
Among the various types of footings the suitable types of footing required for the structure shall
be based on the applied loads, moments. Force and the induced reactions are to ensure that
settlement of any kind shall be as uniform as possible. For trained structures, isolated column
footings are usually preferred, except in the case of soil with low bearing capacity. If columns
are very closely spaced and bearing capacity of soils is low raft foundation is used.

Loading:
This stage involves determination of various types of loads that are acting on the structures. The
values of types of loads are taken from the relevant IS-codes.

Types of loads:
A. Dead Load
SR ENGINEERING COLLEGE, WARANGAL

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B. Live load

A) Dead loads:
This is the permanent of stationary load like self-weight of structural elements. This includes
1. Self-weight
2. Weight of finished
3. Weight of partitions, Walls etc.,

B) Live loads: AS PER IS: 875 (PART-2)-1987
These are non-permanent or moving loads. This type of loads includes the following
i.

Imposed loads (fixed) weight of fixed seating in auditorium, fixed machinery,
partition walls. These loads, thought fixed in position cannot be relied upon to act
permanently throughout the life of the structure.

ii.

Imposed loads (non-fixed) these loads change either in magnitude or position very
often such as traffic loads, weight of furniture etc.

Loading standards:
The loads are considered in the design are based on IS 875-1964.
(A) The Dead loads:
R.C.C

25kN/mm3

P.C.C

24kN/mm3

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Page 24

Brick masonry

19kN/mm3

Floor finishes

1kN/mm3

(B) The Live Loads :
On Floors

4kN/m2

On Roofs

2.5kN/m2

On Stairs

5kN/m2

Design:
Construction is an ultimate objective of design. An engineer is a key person of successful
completion of any kind of project undertaken. Hence, he should adopt all means to reduce cost
of project to minimum, without reducing cost of project to minimum, without reducing
serviceability aspects of project.
An engineering structure is assembling of members for elements transferring the load and
providing from space, on enclosure and/or a cover to serve the desired functions. The objective
of structural design is to plan a structure that meets the basic requirements such as serviceability,
safety, durability, economy, aesthetic beauty, feasibility and acceptability.

Design philosophies:
The following are the Design Philosophies have been evolved for design of R.C. structures.
1. Working stress Method
2. Ultimate Strength Method

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Page 25

3. Limit State Method

Working stress Method:
This method is based on classic elastic theory and basically developed for purely elastic
materials. It assumes that the structure is made up with concrete and concrete both obey Hook’s
law, In this approach the margin of safety is provided for available stress, IS 456-2000 code is
practice specify, different permissible stresses for different materials.

Ultimate strength method:
This method is based on the strength capacity of member just before the collapse stage. In this
method safety has bens pacified with respect to the behavior at the ultimate stage of member are
proportioned, so that the full strength of concrete and steel are utilized. When the ultimate loads
occurs on it the ultimate load is obtained by multiplying the working load by a factor known as
load factor.

Limit State method:
Limit state design refers to a design method used in structural engineering. A limit state is a
condition of a structure beyond which it no longer fulfills the relevant design criteria. The
condition may refer to a degree of loading or other actions on the structure, while the criteria
refer to structural integrity, fitness for use, durability or other design requirements. A structure
designed by LSD is proportioned to sustain all actions likely to occur during its design life, and
to remain fit for use, with an appropriate level of reliability for each limit state. Building codes
based on LSD implicitly define the appropriate levels of reliability by their prescriptions.

Design Standards of various components in a Building:

 Living room
 Kitchen
 Bed room
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Page 26

 Bathrooms and water closets
Living room:
A living room, also known as sitting room, lounge room, Front room or lounge is a room for
entertaining adult guests, reading, or other activities. The term front room can also be used to
describe a living room, because in many homes the living room is at the very front. It should not
be less than 14m2 with a minimum width of 3m to 3.15m. A typical Western living room is
furnished with a sofa, chairs, occasional tables, and bookshelves, lamps, rugs, as well as other
pieces of furniture.

SR ENGINEERING COLLEGE, WARANGAL

Page 27

Figure-1: Living Room

Kitchen:
A kitchen is

a room or

part

of

a

room

used

for cooking and food

preparation.

A modern residential kitchen is typically equipped with a stove, a sink with hot and cold running
water, a refrigerator and kitchen cabinets arranged according to a modular design. Many
households have a microwave oven, a dishwasher and other electric appliances. The main
function of a kitchen is cooking or preparing food but it may also be used for dining
and entertaining. For kitchen cum dining 9.5m2 is the minimum area recommended.

Figure-2: Kitchen

Bedroom:

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Page 28

A bedroom is a private room where people usually sleep for the night or relax during the day.
About one third of our lives are spent sleeping and most of the time we are asleep, we are
sleeping in a bedroom. Bedrooms can range from really simple to fairly complex. Other standard
furnishings a typical bedroom usually has are a closet, nightstand, desk, and dresser. Today in
richer countries that have houses with multiple bedrooms, a bathroom may be connected to the
bedroom. In any case bedroom should not be less than 12m2.

Figure-3: Bed Room

Bathrooms and water closets:
A bathroom is a room for bathing in containing a bathtub and/or a shower and optionally a toilet.
A sink or hand basin or wash basin and possibly also a bidet. A flush toilet is a toilet that
disposes of human waste by using water to flush it through a drainpipe to another location.
Flushing mechanisms are found more often on western toilets .but many squat toilets also are
made for automated flushing. Modern toilets incorporate an 'S','U', 'J', or 'P' shaped bend that
SR ENGINEERING COLLEGE, WARANGAL

Page 29

causes the water in the toilet bowl to collect and act as a seal against sewer gases. Since flush
toilets are typically not designed to handle waste on site, their drain pipes must be connected to
waste conveyance and waste treatment systems.
A bathroom size 1.45m X 1.5m is suitable with 1.5mX1.2m as minimum. Minimum size of water
closets many as 1.2mX0.9m.

Figure-4: Bath Room

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9.1 Design of slabs
Theory of Slabs:
Slabs are plate elements forming floors and roofs of building and carrying distributed loads
primarily for flexure. A slab may be supported by beams or walls and may be used as the flange
or a T or I-beam. The common shapes of slabs are square, rectangular, triangular and circular.
Slabs are designed by using the theories of bending and shear. The following Methods of
analysis are commonly used for the design of slabs.
1. Elastic analysis-idealization in strips or beams.
2. Semi empirical coefficients as given in the code.
3. Yield line theory.
Slabs are classified into mainly four types:

1. One-way slabs.
2. Two-way slabs.
3. One-way Continuous
4. Two-way continuous
One-way Slabs:

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One-way slabs are those supported continuously on the two opposite sides so that the loads are
carried along one direction only, in general when the aspect ratio Ly/Lx is greater than two. The
direction in which the load is carried in one –way is called one way Slabs. It may be in the long
or short direction. One-way slabs are usually made to span in the shorter direction since the
corresponding bending moments and shear forces are the least. The main reinforcements are
provided in the span direction. Steel is also provided in the transverse direction to distribute any
unevenness that may occur in loading and for temperature and shrinkage effects in that direction.
The steel is called distribution steel of secondary reinforcement. The main steel is calculated
from the bending moment consideration and under no circumstances should it be less than the
minimum specified by the code. The secondary reinforcement provided that, is usually the
minimum specified by the code for such reinforcement.

Two-way Slabs:
Two –way slabs are those slabs that are supported continuously on all four sides and of such
dimensions that the loads are carried to the supports along both directions. In two way slabs, the
slab is stiffened along both the directions by providing main steel Reinforcement along both the
directions. In general slabs are designed as two-way slabs when the aspect ratio Ly/Lx is less
than 2. Generally two way slabs are economical than one-way.

SR ENGINEERING COLLEGE, WARANGAL

Page 32

Figure-5: One-way slab

Figure-6: Two-way slab

Is: 456 code provisions for design of slabs:
As per IS: 456-2000, Code of practice for design of R.C.C structure recommends the Following:
1.

For frames the effective depth spans taken as per clause No 23.2.1©of IS: 456-2000

2.

Effective depth is the distance between the centroid of the areas of the Tension
reinforcement to the top of compression fiber excluding the Finishing’s.

3.

When Ly/Lx is less than 2; the slab is designed as spanning two-way as per the
Coefficients given in table 26 of IS: 456-2000 torsional Reinforcement need not be provided
at any corner contained by edges over both of which the slab is Continuous.

4.

Maximum diameter of reinforcing bar shall not exceed the 1/8th of the total Slab thickness.

5.

Caps to reinforcement at each end of reinforcing bar not less than 25mmnor less Than
twice the diameter of such bar (clause 26.4)

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6.

Caps to reinforcement, for tensile, compressive shear or other reinforcement in Slab, not
less than 20mm nor less than diameter of such bar.

7.

Maximum permissible spacing of distribution reinforcement shall not be more Than 3
times of the effective depth of a slab or 30cmwhichever is small.

8.

Max permissible spacing of distribution reinforcement shall not be more than 5 Times
effective depth of a slab or 45cm whichever is smaller.

9.

No shear reinforcement should be provided for slabs less than 200mmthick. However the
increased value of shear resistance in slabs can be taken into Account in design.

10. Minimum reinforcement in either direction in slab shall not be less than 0.15% of total
cross-sectional area .However the value can be reduced to 0.12% when HYSD bars are used
(clause 26.5.2.1).
11. Over the continuous edge of a middle strip the tension of the slab at a distance of 0.15L
from the support and at least 50% extended to a distance of 0.3L.

9.1 Slab calculations

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Page 34

For slab S1 panel:
Short Span, Lx = 3.34m
Long Span, Ly = 4.5m
Ly/Lx = 4.5/3.34 = 1.34 < 2
Hence it is a Two way slab.
Grade of Material:
Concrete, fck = 20 ; Steel, Fy = 500
Edge condition – ‘two adjacent ends discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

d
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load

=

1.4KN/M2

Total Load

=

9.275 KN/M2

Factored Load

=

1.5(T.L)

=

=

4.375 KN/M2

13.91 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
SR ENGINEERING COLLEGE, WARANGAL

Page 35

Short direction:
Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W Lx2

=

(0.0656) × (13.91) x (3.34)2

=

10.19 KNm

=

αx W Lx2

= (0.0494) x (13.91) x (3.34)2
+Mx

=

7.67 KNm

Long Direction:
Negative Moment on Continuous Edge

=

-My
Positive Moment at Mid Span

αx W Lx2

=

(0.047) × (13.91) x (3.34)2

=

7.30 KNm

=

αx W Lx2

= (0.035) x (13.91) x (3.34)
+My

=

5.44 KNm

Check for depth:
Mmax = 0.138 fck bd2

d =

√

Mmax
0.138 fck b

Area of steel:

x/d = 1.2 -

√ ( 1.2 )

2

-

6.6 Mu
fck bd2

Lever arm: (z)
SR ENGINEERING COLLEGE, WARANGAL

Page 36

Z = d ( 1 – 0.416 x/d )
Area of steel:
Ast =

Mu

0.87 fy z
Spacing Required:
S =

1000 x ∏ / 4 d2

Area of steel
Short Span Top Reinforcement
Let Dia of Bars

Φ

Long Span Top Reinforcement
10

mm

210

mm2

Min area of Steel

210

mm2

Ast Required

Ast Provided

262

mm2

Spacing Required

370

mm

Spacing Provided

300

Min area of Steel
Ast Required

Astx

10

mm

210

mm2

210

mm2

Ast Provided

262

mm2

Spacing Required

370

mm

Spacing Provided

300

Asty

Provide10 mm Dia bars @ 300mm c/c

Provide10 mm Dia bars @ 300mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

10

mm

210

mm2

Min area of Steel

210

mm2

Ast Required

Ast Provided

524

mm2

Spacing Required

370

Spacing Provided

150

Min area of Steel
Ast Required

Astx

10

mm

210

mm2

210

mm2

Ast Provided

524

mm2

mm

Spacing Required

370

mm

mm

Spacing Provided

150

mm

Asty

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

SR ENGINEERING COLLEGE, WARANGAL

Page 37

Max spacing as per Cl.26.3.3 shall not
more than 3d or 300 mm whichever is

Max spacing as per Cl.26.3.3 shall
300

mm

smaller

not more than 3d or 300 mm

300

whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

L/d For Continuous Slabs

23

For Slab S2 Panel:
Short Span, Lx = 4.5m
Long Span, Ly = 4.72m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘One Long End Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

D

SR ENGINEERING COLLEGE, WARANGAL

Page 38

mm

Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

1.15 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

=

9.025 KN/M2
1.5(T.L)

=

13.54 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

-

=

Mx

Positive Moment at Mid Span

αx W L x

=

(0.0398) × (13.54) x (4.5)2

=

10.92 KNm

=

αx W L x

= (0.0300) x (13.54) x (4.5)2
+Mx

=

8.23 KNm

=

αx w lx

Long direction:
Negative moment on continuous edge

-My
Positive moment at mid span

=

(0.037) × (13.54) x (4.5)2

=

10.15 knm

=

αx w lx

= (0.028) x (13.54) x (4.5)2
+My
SR ENGINEERING COLLEGE, WARANGAL

=

7.68 knm
Page 39

Short Span Top Reinforcement
Let Dia of Bars

Long Span Top Reinforcement
Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

262 mm2 Ast Provided

262

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

300

Spacing Provided

300

Provide10 mm Dia bars @ 300mm c/c

Provide10 mm Dia bars @ 300mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall not

Max spacing as per Cl.26.3.3

more than 3d or 300 mm whichever is

300 mm

smaller

shall not more than 3d or 300

300

mm whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35
SR ENGINEERING COLLEGE, WARANGAL

Page 40

Mm

fs

97

Modification Factor

2.00

L/d For Continuous Slabs

26

For slab S3 panel:
Short Span, Lx = 4.3m
Long Span, Ly = 8.04m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘One Short End Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

D
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

1.9 KN/M2

Total Load

=

Factored Load

=

=

4.375 KN/M2

9.775 KN/M2
1.5(T.L)

=

14.7 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
SR ENGINEERING COLLEGE, WARANGAL

Page 41

Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W L x

=

(0.0658) × (14.7) x (4.3)2

=

17.83 KNm

=

αx W L x

= (0.0498) x (14.7) x (4.3)2
+Mx

=

13.50 KNm

Long direction:
Negative moment on continuous edge

=

-My
Positive moment at mid span

αx w lx

=

(0.037) × (14.7) x (4.3)2

=

10.04 knm

=

αx w lx

= (0.028) x (14.7) x (4.3)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

=

7.60 knm
Long Span Top Reinforcement

10

Mm

210

mm2

Min area of Steel

346

mm2

Ast Required

Ast Provided

524

mm2

Spacing Required

220

Mm

Spacing Provided

150

Min area of Steel
Ast Required

Astx

10

Mm

210

mm2

210

mm2

Ast Provided

524

mm2

Spacing Required

370

Mm

Spacing Provided

150

Asty

Provide10 mm Dia bars @ 150mm
c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

SR ENGINEERING COLLEGE, WARANGAL

Page 42

Let Dia of Bars

Φ

10

Mm

210

mm2

Min area of Steel

259

mm2

Ast Required

Ast Provided

524

mm2

Spacing Required

300

Spacing Provided

150

Min area of Steel
Ast Required

Astx

10

Mm

210

mm2

210

mm2

Ast Provided

524

mm2

Mm

Spacing Required

370

Mm

Mm

Spacing Provided

150

Mm

Asty

Provide10 mm Dia bars @ 150mm
c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span
Max spacing as per

Max spacing as per Cl.26.3.3
shall not more than 3d or 300

300

mm

mm whichever is smaller
Check

Cl.26.3.3 shall not more
than 3d or 300 mm

300

whichever is smaller
OK

OK

Check For deflection
Pt

0.35

fs

119

Modification
Factor

2.00

L/d For Continuous
Slabs

26

For slab S4 panel:
Short Span, Lx = 3.8m
SR ENGINEERING COLLEGE, WARANGAL

Page 43

mm

Long Span, Ly = 4 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘Two Adjacent Ends Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

D
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

2.9 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

=

10.775 KN/M2
1.5(T.L)

=

16.17 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short direction:
Negative moment on continuous edge

=

-Mx
Positive moment at mid span

αx w lx

=

(0.0500) × (16.17) x (3.8)2

=

11.67 knm

=

αx w lx

= (0.0375) x (16.17) x (3.8)2
SR ENGINEERING COLLEGE, WARANGAL

Page 44

+Mx

=

8.76 KNm

=

αx w lx

Long direction:
Negative moment on continuous edge

-My
Positive moment at mid span

=

(0.047) × (16.17) x (3.8)2

=

10.97 knm

=

αx w lx

= (0.035) x (16.17) x (3.8)2
+My

=

Short Span Top Reinforcement
Let Dia of Bars

Φ

8.17 knm
Long Span Top Reinforcement

10

mm

210

mm2

Min area of Steel

222

mm2

Ast Required

Ast Provided

524

mm2

Spacing Required

350

mm

Spacing Provided

150

Min area of Steel
Ast Required

Astx

10

Mm

210

mm2

225

mm2

Ast Provided

524

mm2

Spacing Required

340

Mm

Spacing Provided

150

Asty

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

Min area of Steel
Ast Required
Ast Provided

Astx

10

mm

210

mm2

Min area of Steel

210

mm2

Ast Required

524

mm2

Ast Provided

SR ENGINEERING COLLEGE, WARANGAL

Asty

Page 45

10

Mm

210

mm2

210

mm2

524

mm2

Spacing Required

370

mm

Spacing Required

370

Mm

Spacing Provided

150

mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3 shall

not more than 3d or 300 mm

300

mm

not more than 3d or 300 mm

whichever is smaller

whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

L/d For Continuous
Slabs

300

23

For slab s5 panel:
Short Span, Lx = 3.8m
Long Span, Ly = 4.04 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘One Long End Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

SR ENGINEERING COLLEGE, WARANGAL

Page 46

Mm

D

=

175 – 15 – 5

=

155

=

Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

3 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

10.875 KN/M2
1.5(T.L)

=

16.32 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short direction:
Negative moment on continuous edge

=

-Mx
Positive moment at mid span

αx w lx

=

(0.0412) × (16.32) x (3.8)2

=

9.71 knm

=

αx w lx

= (0.0310) x (16.32) x (3.8)2
+Mx

=

7.31 KNm

=

αx w lx

Long direction:
Negative moment on continuous edge

-My
SR ENGINEERING COLLEGE, WARANGAL

=

(0.037) × (16.32) x (3.8)2

=

8.72 knm
Page 47

Positive moment at mid span

=

αx w lx

= (0.028) x (16.32) x (3.8)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

6.60 knm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller
SR ENGINEERING COLLEGE, WARANGAL

shall not more than 3d or 300

300

mm whichever is smaller
Page 48

Mm

Check

OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

L/d For Continuous
Slabs

23

For slab s6 panel:
short span, lx = 3.2m
long span, ly = 4.5 m
Grade of material:
concrete, fck = 20 ; steel, fy = 500
Edge condition – ‘one short end discontinuous ’
Depth of slab

=

175mm

Effective depth

=

175 – cover - ø/2

=

175 – 15 – 5

=

155

d
Loading:
self-weight

=

0.175 x 25

Live load

=

2 kn/m2

Floor finishers =

1.5 kn/m2

Partition load =

1.38 kn/m2

=

SR ENGINEERING COLLEGE, WARANGAL

4.375 kn/m2

Page 49

Total load

=

Factored load

=

9.255 kn/m2
1.5(T.L)

=

13.9 kn/m2

Bending moment:
Check table 26(is: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W L x

=

(0.0550) × (13.9) x (3.2)2

=

7.82 knm

=

αx W L x

= (0.0410) x (13.9) x (3.2)2
+Mx

=

5.83 KNm

=

αx w lx

Long direction:
Negative moment on continuous edge

=
-My
Positive moment at mid span

(0.037) × (13.9) x (3.2)2

=

5.26 knm

=

αx w lx

= (0.028) x (13.9) x (3.2)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

3.99 knm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

210 mm2 Ast Required

SR ENGINEERING COLLEGE, WARANGAL

Asty

10

Mm

210

mm2

210

mm2

Page 50

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller

shall not more than 3d or 300

300

mm whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

SR ENGINEERING COLLEGE, WARANGAL

Page 51

Mm

L/d For Continuous
Slabs

26

For slab s7 panel:
short span, lx = 4.5m
long span, ly = 4.8 m
Grade of material:
concrete, fck = 20 ; steel, fy = 500
Edge condition – ‘two adjacent ends discontinuous ’
Depth of slab

=

175mm

Effective depth

=

175 – cover - ø/2

=

175 – 15 – 5

=

155

d
Loading:
self-weight

=

0.175 x 25

Live load

=

2 kn/m2

Floor finishers =

1.5 kn/m2

Partition load =

1.9 kn/m2

Total load

=

Factored load

=

4.375 kn/m2

=

9.775 kn/m2
1.5(T.L)

=

14.7 kn/m2

Bending moment:
Check table 26(is: 456) with respect to edge conditions
SR ENGINEERING COLLEGE, WARANGAL

Page 52

Short Direction:
Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W L x

=

(0.0506) × (14.7) x (4.5)2

=

15.03 knm

=

αx W L x

= (0.0380) x (14.7) x (4.5)2
+Mx

=

11.29 KNm

Long direction:
Negative moment on continuous edge

=
=
-My

αx w lx
(0.047) × (14.7) x (4.5)2

= 13.96 knm

Positive moment at mid span

=

αx w lx

= (0.035) x (14.7) x (4.5)2
+My

=

Short Span Top Reinforcement
Let Dia of Bars

Φ

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10.40 knm

Astx

234 mm2 Ast Required

Asty

10

Mm

210

mm2

225

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

330 mm

Spacing Required

340

Mm

Spacing Provided

150

Spacing Provided

150

SR ENGINEERING COLLEGE, WARANGAL

Page 53

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3 shall

not more than 3d or 300 mm

300 mm

whichever is smaller

not more than 3d or 300 mm
whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

L/d For Continuous
Slabs

300

23

For Slab S8 Panel:
Short Span, Lx = 4.3m
SR ENGINEERING COLLEGE, WARANGAL

Page 54

Mm

Long Span, Ly = 8.04 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘One Short End Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

=

d
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

2.1 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

9.975 KN/M2
1.5(T.L)

=

14.96 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W L x

=

(0.0658) × (14.96) x (4.3)2

=

18.20 KNm

=

αx W L x

= (0.0498) x (14.96) x (4.3)2
SR ENGINEERING COLLEGE, WARANGAL

Page 55

+Mx

=

13.77 KNm

=

αx W L x

Long Direction:
Negative Moment on Continuous Edge

=
-My
Positive Moment at Mid Span

(0.037) × (14.96) x (4.3)2

=

10.24 KNm

=

αx W L x

= (0.028) x (14.96) x (4.3)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

7.75 KNm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

354 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

220 mm

Spacing Required

370

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

264 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

290 mm

370

Mm

SR ENGINEERING COLLEGE, WARANGAL

Spacing Required

Page 56

Spacing Provided

150 mm

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller

shall not more than 3d or 300

300

mm whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

121

Modification Factor

2.00

L/d For Continuous
Slabs

26

For Slab S9 Panel:
Short Span, Lx = 3.8m
Long Span, Ly = 4 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 415
Edge Condition – ‘One Long End Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

SR ENGINEERING COLLEGE, WARANGAL

Page 57

Mm

Mm

d

=

175 – 15 – 5

=

155

=

Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

2.9 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

10.775 KN/M2
1.5(T.L)

=

16.17 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W L x

=

(0.0405) × (16.17) x (3.8)2

=

9.46 KNm

=

αx W L x

= (0.0305) x (16.17) x (3.8)2
+Mx

=

7.12 KNm

Long Direction:
Negative Moment on Continuous Edge

=

-My
SR ENGINEERING COLLEGE, WARANGAL

αx W L x

=

(0.037) × (16.17) x (3.8)2

=

8.64 KNm
Page 58

Positive Moment at Mid Span

=

αx W L x

= (0.027) x (16.17) x (3.8)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

6.54 KNm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3

Max spacing as per Cl.26.3.3

shall not more than 3d or 300

300 mm

mm whichever is smaller
SR ENGINEERING COLLEGE, WARANGAL

shall not more than 3d or 300

300

mm whichever is smaller
Page 59

Mm

Check

OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

L/d For Continuous
Slabs

23

For Slab S10 Panel:
Short Span, Lx = 3.8m
Long Span, Ly = 4.04 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘Two Adjacent Ends Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

=

d
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

SR ENGINEERING COLLEGE, WARANGAL

4.375 KN/M2

Page 60

Partition Load =

3 KN/M2

Total Load

=

Factored Load

=

10.875 KN/M2
1.5(T.L)

=

16.32 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=
=
-Mx

Positive Moment at Mid Span

αx W L x
(0.0506) × (16.32) x (3.8)2

= 11.92 KNm
=

αx W L x

= (0.0380) x (16.32) x (3.8)2
+Mx

=

8.96 KNm

Long Direction:
Negative Moment on Continuous Edge

=

-My
Positive Moment at Mid Span

αx W L x

=

(0.047) × (16.32) x (3.8)2

=

11.08 KNm

=

αx W L x

= (0.035) x (16.32) x (3.8)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

=

8.25 KNm

Long Span Top Reinforcement
10

mm

SR ENGINEERING COLLEGE, WARANGAL

10

Page 61

Mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

Astx

227 mm2 Ast Required

Asty

210

mm2

227

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

340 mm

Spacing Required

340

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

210 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

370 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3

Max spacing as per Cl.26.3.3

shall not more than 3d or 300

300 mm

mm whichever is smaller
Check

shall not more than 3d or 300

300

mm whichever is smaller
OK

OK

Check For deflection
Pt

0.35

fs

97

Modification Factor

2.00

SR ENGINEERING COLLEGE, WARANGAL

Page 62

Mm

L/d For Continuous
Slabs

23

For Slab S11 Panel:
Short Span, Lx = 3.8m
Long Span, Ly = 6.4 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘Two Adjacent Ends Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

=

d
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

1.8 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

9.675 KN/M2
1.5(T.L)

=

14.52 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
SR ENGINEERING COLLEGE, WARANGAL

Page 63

Negative Moment on Continuous Edge

=

-Mx
Positive Moment at Mid Span

αx W L x

=

(0.0815) × (14.52) x (3.8)2

=

17.08 KNm

=

αx W L x

= (0.0610) x (14.52) x (3.8)2
+Mx

=

12.80 KNm

=

αx W L x

Long Direction:
Negative Moment on Continuous Edge

-My
Positive Moment at Mid Span

=

(0.047) × (14.52) x (3.8)2

=

9.85 KNm

=

αx W L x

= (0.035) x (14.52) x (3.8)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

7.34 KNm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

331 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

230 mm

Spacing Required

370

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

SR ENGINEERING COLLEGE, WARANGAL

Page 64

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

245 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

320 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller

shall not more than 3d or 300

300

mm whichever is smaller
O

Check

K

OK

For Slab S12 Panel:
Short Span, Lx = 3.8m
Long Span, Ly = 6.4 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘Two Adjacent Ends Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

d

SR ENGINEERING COLLEGE, WARANGAL

Page 65

Mm

Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

0.95 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

=

8.825 KN/M2
1.5(T.L)

=

13.24 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=
=
-Mx

Positive Moment at Mid Span

αx W L x
(0.0815) × (13.24) x (3.8)2

= 15.58 KNm
=

αx W L x

= (0.0610) x (13.24) x (3.8)2
+Mx

=

11.67 KNm

=

αx W L x

Long Direction:
Negative Moment on Continuous Edge

-My
Positive Moment at Mid Span

=

(0.047) × (13.24) x (3.8)2

=

8.99 KNm

=

αx W L x

= (0.035) x (13.24) x (3.8)2
SR ENGINEERING COLLEGE, WARANGAL

Page 66

+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

6.70 KNm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

300 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

260 mm

Spacing Required

370

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

222 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

350 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller
Check

shall not more than 3d or 300

300

mm whichever is smaller
OK

OK

Check For deflection
SR ENGINEERING COLLEGE, WARANGAL

Page 67

Mm

Pt

0.35

fs

102

Modification Factor

2.00

L/d For Continuous
Slabs

23

For Slab S13 Panel:
Short Span, Lx = 3.8m
Long Span, Ly = 6.4 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘Two Adjacent Ends Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

=

d
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

2.09 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

9.965 KN/M2
1.5(T.L)

=

SR ENGINEERING COLLEGE, WARANGAL

14.95 KN/M2
Page 68

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=
=

-Mx

αx W L x
(0.0815) × (14.95) x (3.8)2

= 17.59 KNm

Positive Moment at Mid Span

=

αx W L x

= (0.0610) x (14.95) x (3.8)2
+Mx

=

13.81 KNm

=

αx W L x

Long Direction:
Negative Moment on Continuous Edge

-My
Positive Moment at Mid Span

=

(0.047) × (14.95) x (3.8)2

=

10.15 KNm

=

αx W L x

= (0.035) x (14.95) x (3.8)2
+My
Short Span Top Reinforcement
Let Dia of Bars

Φ

Ast Provided

7.56 KNm

Long Span Top Reinforcement
10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

=

Astx

341 mm2 Ast Required
524 mm2 Ast Provided

SR ENGINEERING COLLEGE, WARANGAL

Asty

10

Mm

210

mm2

210

mm2

524

mm2

Page 69

Spacing Required

230 mm

Spacing Required

370

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

252 mm2 Ast Required

Asty

Mm

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

310 mm

Spacing Required

370

Mm

Spacing Provided

150 mm

Spacing Provided

150

Mm

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller

shall not more than 3d or 300

300

ever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

116

Modification Factor

2.00

L/d For Continuous
Slabs

23

SR ENGINEERING COLLEGE, WARANGAL

Page 70

Mm

For Slab S14 Panel:
Short Span, Lx = 3.8m
Long Span, Ly = 6.4 m
Grade of Material:
Concrete, fck = 20 ; Steel, fy = 500
Edge Condition – ‘Two Adjacent Ends Discontinuous ’
Depth of Slab

=

175mm

Effective depth

=

175 – cover - Ø/2

=

175 – 15 – 5

=

155

=

d
Loading:
Self-Weight

=

0.175 x 25

Live Load

=

2 KN/M2

Floor Finishers

=

1.5 KN/M2

Partition Load =

2.48 KN/M2

Total Load

=

Factored Load

=

4.375 KN/M2

10.355 KN/M2
1.5(T.L)

=

15.54 KN/M2

Bending Moment:
Check Table 26(IS: 456) with respect to edge conditions
Short Direction:
Negative Moment on Continuous Edge

=
=
-Mx

SR ENGINEERING COLLEGE, WARANGAL

αx W L x
(0.0815) × (15.54) x (3.8)2

= 18.28 KNm
Page 71

Positive Moment at Mid Span

=

αx W L x

= (0.0610) x (15.54) x (3.8)2
+Mx

=

13.70 KNm

=
=

αx W L x
(0.047) × (15.54) x (3.8)2

-My

=

10.55 KNm

+My

=
αx W L x
= (0.035) x (15.54) x (3.8)2
= 7.86 KNm

Long Direction:
Negative Moment on Continuous Edge

Positive Moment at Mid Span

Short Span Top Reinforcement
Let Dia of Bars

Φ

10

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

Long Span Top Reinforcement

Astx

355 mm2 Ast Required

Asty

10

Mm

210

mm2

216

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

220 mm

Spacing Required

360

Mm

Spacing Provided

150

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Short Span Bottom Reinforcement

Long Span Bottom Reinforcement

Let Dia of Bars

Φ

mm

210 mm2 Min area of Steel

Min area of Steel
Ast Required

10

Astx

263 mm2 Ast Required

Asty

10

Mm

210

mm2

210

mm2

Ast Provided

524 mm2 Ast Provided

524

mm2

Spacing Required

290 mm

370

Mm

Spacing Required

SR ENGINEERING COLLEGE, WARANGAL

Page 72

Spacing Provided

150 mm

Spacing Provided

150

Provide10 mm Dia bars @ 150mm c/c

Provide10 mm Dia bars @ 150mm c/c

Check for cracking along Short Span

Check for cracking along Long Span

Max spacing as per Cl.26.3.3 shall

Max spacing as per Cl.26.3.3

not more than 3d or 300 mm

300 mm

whichever is smaller

shall not more than 3d or 300

300

mm whichever is smaller

Check

OK

OK

Check For deflection
Pt

0.35

fs

121

Modification Factor

2.00

L/d For Continuous
Slabs

23

9.2 Load calculations
Load for A1B1:
Slab Load

Beam Self Weight

=

wlx/3 (2-lx/ly)

=

13.91 x 3.34/3 (1.26)

=

(15.49) x (1.26)

=

19.52 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

SR ENGINEERING COLLEGE, WARANGAL

Page 73

Mm

Mm

Wall Load

Total Load

=

0.223 x 19.2 x 2.55 (3-0.450

=

10.92 KN/m

=

32.86 KN/m

=

wlx/3

=

14.7 x 4.3/3

=

21.07 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

32.95 KN/m

=

wlx/3

=

16.17 x 3.8/3

=

20.5 KN/m

=

0.25 x 0.45 x25

Load for B1D1:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for D1E1:
Slab Load

Beam Self Weight

SR ENGINEERING COLLEGE, WARANGAL

Page 74

Wall Load

Total Load

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

34.06 KN/m

=

wlx/3 (2-lx/ly) + wlx/3

=

13.91 x 3.34/3 (1.26) + 13.54 x 4.5 /3

=

(15.49) x (1.26) + 20.31

=

39.83 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

47.67 KN/m

=

wlx/3 + wlx/3

=

16.17 x 3.8/3 + 16.32 x 3.8/3

Load for A2B2:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for D2E2:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 75

Beam Self Weight

Wall Load

Total Load

=

20.5 + 20.70

=

41.2 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

49.31 KN/m

=

wlx/3 + wlx/3 (2-lx/ly)

=

13.54 x 4.5 /3 + 13.9 x 3.2/3(1.29)

=

20.31 + 19.2

=

39.51 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

53.25 KN/m

Load for A3B3:
Slab Load

Beam Self Weight

Wall Load

Total Load

SR ENGINEERING COLLEGE, WARANGAL

Page 76

Load for B3D3:
Slab Load

Beam Self Weight

Wall Load

Total Load

=

wlx/3 + wlx/3

=

14.7 x 4.3/3 + 14.96 x 4.3/3

=

21.07 + 21.5

=

42.57 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

54.25 KN/m

=

wlx/3 + wlx/3

=

16.32 x 3.8/3 + 16.17 x 3.8/3

=

20.7 +20.5

=

41.2 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

Load for D3E3:
Slab Load

Beam Self Weight

Wall Load

SR ENGINEERING COLLEGE, WARANGAL

Page 77

Total Load

=

10.92 KN/m

=

54.57 KN/m

=

wlx/3 + wlx/3 (2-lx/ly)

=

14.7 x 4.5/3 + 13.9 x 3.2/3(1.29)

=

22.05 + 19.2

=

41.25 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

49.18 KN/m

=

wlx/3 + wlx/3

=

16.32 x 3.8/3 + 16.17 x 3.8/3

=

20.70 + 20.5

=

41.2 KN/m

=

0.25 x 0.45 x25

Load for A4B4:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for D4E4:
Slab Load

Beam Self Weight

SR ENGINEERING COLLEGE, WARANGAL

Page 78

Wall Load

Total Load

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

49.31 KN/m

=

wlx/3

=

14.7 x 4.5/3

=

22.05 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

36.12 KN/m

=

wlx/3

=

14.96 x 4.3/3

=

21.5 KN/m

=

0.25 x 0.45 x25

Load for A5B5:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for B5D5:
Slab Load

Beam Self Weight

SR ENGINEERING COLLEGE, WARANGAL

Page 79

Wall Load

Total Load

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

36.06 KN/m

=

wlx/3

=

16.32 x 3.8/3

=

20.70 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

35.30 KN/m

=

wlx/3 (2-lx/ly)

=

14.52 x 3.8/3(1.4)

=

25.75 KN/m

=

0.25 x 0.45 x25

Load for D5E5:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A6C6:
Slab Load

Beam Self Weight

SR ENGINEERING COLLEGE, WARANGAL

Page 80

Wall Load

Total Load

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

38.46 KN/m

=

wlx/3 (2-lx/ly)

=

13.24 x 3.8/3 (1.4)

=

23.5 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

41.21 KN/m

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

14.52 x 3.8/3(1.4) + 14.95 x 3.8/3 (1.4)

=

25.75 + 26.51

=

52.26 KN/m

Load for C6E6:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A7C7:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 81

Beam Self Weight

Wall Load

Total Load

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

57.34 KN/m

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

13.24 x 3.8/3 (1.4) + 15.54 x 3.8/3 (1.4)

=

23.5 + 27.6

=

51.1 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

62.01 KN/m

=

wlx/3 (2-lx/ly)

=

14.95 x 3.8/3 (1.4)

Load for C7E7:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A8C8:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 82

Beam Self Weight

Wall Load

Total Load

=

26.52 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

39.42 KN/m

=

wlx/3 (2-lx/ly)

=

15.54 x 3.8/3 (1.4)

=

27.6 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

41.02 KN/m

=

wlx/3

=

13.91 x 3.34/3

Load for C8E8:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A1A2:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 83

Beam Self Weight

Wall Load

Total Load

=

15.50 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

22.4 KN/m

=

wlx/3 (2-lx/ly)

=

13.54 x 4.5 /3 (1.04)

=

20.81 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

34.85 KN/m

=

wlx/3

=

13.9 x 3.2/3

Load for A2A3:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A3A4:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 84

=

14.83 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

21.83 KN/m

=

wlx/3 (2-lx/ly)

=

14.7 x 4.5 /3 (1.06)

=

23.4 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

38.66 KN/m

Slab Load

=

62.4 KN/m

Beam Self Weight

=

0.25 x 0.45 x25

Beam Self Weight

Wall Load

Total Load

Load for A4A5:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A5A6:

SR ENGINEERING COLLEGE, WARANGAL

Page 85

Wall Load

Total Load

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

69.5 KN/m

=

wlx/3

=

14.52 x 3.8/3

=

18.4 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

29.52 KN/m

=

wlx/3

Load for A6A7:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for A7A8:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 86

Beam Self Weight

Wall Load

Total Load

=

14.95 x 3.8/3

=

18.94 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

33.75 KN/m

=

wlx/3 + wlx/3 (2-lx/ly)

=

13.91 x 3.34/3 + 14.7 x 4.3/3(1.5)

=

15.5 + 31.6

=

47.1 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

54.94 KN/m

Load for B1B2:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for B2B3:
SR ENGINEERING COLLEGE, WARANGAL

Page 87

Slab Load

Beam Self Weight

Wall Load

Total Load

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

13.54 x 4.5/3(1.04) + 14.7 x 4.3/3(1.5)

=

21.2 + 31.6

=

52.8 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

60.81 KN/m

=

wlx/3 + wlx/3 (2-lx/ly)

=

13.9 x 3.2/3 + 14.96 x 4.3/3(1.5)

=

14.83 + 32.2

=

47.03 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115 x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

Load for B3B4:
Slab Load

Beam Self Weight

Wall Load

SR ENGINEERING COLLEGE, WARANGAL

Page 88

Total Load

=

55.06 KN/m

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

14.7 x 4.5 /3 (1.06) + 14.96 x 4.3/3(1.5)

=

23.4 + 32.2

=

55.6 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

57.3 KN/m

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

16.17 x 3.8/3(1.05) + 14.7 x 4.3/3(1.5)

=

21.51 + 31.6

=

53.11 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

56.52 KN/m

Load for B4B5:
Slab Load

Beam Self Weight

Total Load

Load for D1D2:
Slab Load

Beam Self Weight

Total Load

SR ENGINEERING COLLEGE, WARANGAL

Page 89

Load for D2D3:
Slab Load

Beam Self Weight

Total Load

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

16.32 x 3.8/3(1.06) + 14.7 x 4.3/3(1.5)

=

21.91 + 31.6

=

54.11 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

56.93 KN/m

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

16.17 x 3.8 /3 (1.05) + 14.96 x 4.3/3(1.5)

=

21.51 + 32.2

=

53.71 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

56.52 KN/m

Load for D3D4:
Slab Load

Beam Self Weight

Total Load

Load for D4D5:
SR ENGINEERING COLLEGE, WARANGAL

Page 90

Slab Load

Beam Self Weight

Total Load

=

wlx/3 (2-lx/ly) + wlx/3 (2-lx/ly)

=

16.32 x 3.8/3(1.06) + 14.96 x 4.3/3(1.5)

=

21.91 + 32.2

=

54.11 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

56.93KN/m

=

wlx/3 + wlx/3

=

14.52 x 3.8/3 + 13.24 x 3.8/3

=

18.40 + 16.8

=

35.5 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

38.16 KN/m

=

wlx/3 + wlx/3

=

14.95 x 3.8/3 + 15.54 x 3.8/3

Load for C6C7:
Slab Load

Beam Self Weight

Total Load

Load for C7C8:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 91

Beam Self Weight

Wall Load

Total Load

=

18.94 + 19.70

=

38.64 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.115x 19.2 x 2.55 (3-0.450)

=

4.8 KN/m

=

46.33 KN/m

=

wlx/3 (2-lx/ly)

=

16.17 x 3.8/3(1.05)

=

21.51 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

28.66 KN/m

=

wlx/3 (2-lx/ly)

=

16.32 x 3.8/3(1.06)

Load for E1E2:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for E2E3:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 92

Beam Self Weight

Wall Load

Total Load

=

21.91 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

26.4 KN/m

=

wlx/3 (2-lx/ly)

=

16.17 x 3.8/3(1.05)

=

21.51 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

28.66 KN/m

=

wlx/3 (2-lx/ly)

=

16.32 x 3.8/3(1.06)

Load for E3E4:
Slab Load

Beam Self Weight

Wall Load

Total Load

Load for E4E5:
Slab Load

SR ENGINEERING COLLEGE, WARANGAL

Page 93

=

21.91 KN/m

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

26.4 KN/m

Slab Load

=

29.30 KN/m

Beam Self Weight

=

0.25 x 0.45 x25

=

2.82 KN/m

=

0.223 x 19.2 x 1

=

4.3 KN/m

=

36.40 KN/m

=

wlx/3

=

13.24 x 3.8/3

=

16.80 KN/m

=

0.25 x 0.45 x25

Beam Self Weight

Wall Load

Total Load

Load for E5E6:

Wall Load

Total Load

Load for E6E7:
Slab Load

Beam Self Weight

SR ENGINEERING COLLEGE, WARANGAL

Page 94

Wall Load

Total Load

=

2.82 KN/m

=

0.223 x 19.2 x 2.55 (3-0.450)

=

10.92 KN/m

=

34.14 KN/m

9.2 DESIGN OF BEAMS
Introduction:
A reinforced concrete beam should be able to resist tensile, compressive and shear stresses
induced in it by the loads on the beam. Concrete is fairly strong in compression but very weak in
tension. Plain concrete beams are thus limited in carrying capacity by the low tensile strength.
Steel is very strong in tension. Thus the tensile weakness of concrete is overcome by the
provisions of reinforcing steel in the tension zone around the concrete to make a reinforced
concrete beam. There are three types of beams
a. Singly reinforced beams
b. Double reinforced beams
c. Flanged beams
(a) Singly reinforced beams:
In singly reinforced simply supported beams reinforcing steel bars are placed near the bottom of
the beam where they are most effective in resisting the tensile bending stresses in single
reinforced cantilever beams reinforcing bars are placed near the top of beam.
(b) Doubly reinforced beams:
SR ENGINEERING COLLEGE, WARANGAL

Page 95

A doubly reinforced beam is reinforced both in compression and tension regions. The section of
the beam may be a rectangular, T or L section. The necessity of using steel in the compression
zone arises due to two main reasons as follows:
1. When the depth of the beam is restricted the strength available from a singly
reinforced beam is inadequate.
2. at support of continuous beam where Bending moment changes the sign.
A beam is a horizontal structural member used to support loads Beams are used to support the
roof and floors in buildings

SR ENGINEERING COLLEGE, WARANGAL

Page 96



Common shapes are

I

ANGLE
CHANNEL

•

Common materials are steel and wood

•

The parallel portions on an I-beam or H-beam are referred to as the flanges.

•

The portion that connects the flanges is referred to as the web.

Flanges
Web

Web
SR ENGINEERING COLLEGE, WARANGAL

Page 97

Flanges

Beams are supported in structures via different configurations

SR ENGINEERING COLLEGE, WARANGAL

Page 98

Beams are designed to support various types of loads and forces

Concentrated Load

Distributed Load
IS code provisions for design of beams
1. The loading on the beam is taken as per clause 24.5 of IS: 456-2000.
2. For continuous beam with equal/unequal spans and equal/unequal loaded the bending
moment is obtained by using kani’s method.
3. Effective span and effective depth of beam is same as explained in slab Provisions.
4. The beams at mid span are designed as T-beams and the same steel reinforcement is
provided for all beams and the reinforcement provided is minimum 51.
5. At supports when the moment of resistance exceeds the balancing moment the section
is designed as double reinforced section.
6. Minimum reinforcement in the tension shall not be less than Ast/bd = 0.85/fy ⇒Clause
26.5.1.1(a).
SR ENGINEERING COLLEGE, WARANGAL

Page 99

7. Maximum reinforcement in tension shall not be exceeded by 0.04bD ⇒Clause
26.5.1.1(b).
8. Maximum area of compression reinforcement shall not be exceed 0.04bD and
reinforcement is enclosed by strength vide ⇒Clause 26.5.1.2.
9. Nominal shear stress for uniform depth shall be calculated from the equation.
10. Minimum shear reinforcement will be provided when τv< τc given in table 19.
11. Maximum spacing of shear reinforcement shall not exceed the least of 0.75d or
300mm for vertical stirrups vide ⇒Clause 26.5.1.5.
12. Shear reinforcement shall be provided to carry a shear Equal to vu-bd
13. At least 1/3rd positive moment reinforcement in simple beam and 1/4th positive
moment reinforcement in continuous beam shall extend along the same face of the
member in to the support to a length equal to Ld/3 ⇒Clause 26.2.3.3.
14. For curtailment, reinforcements shall extend beyond the point at which it is no longer
required to resist flexure for a distance equal to the effective depth of the member or
12 times the diameter of the bar whichever is greater ⇒Clause 26.2.3.1.
15. The minimum shear reinforcement in the form of stirrups shall be provided such that
Asv/bsv ≥0.4/0.87fy ⇒Clause 26.5.1.6(a).

Where,
Asv =Total cross-sectional area of stirrup legs effective in shear
Sv =Stirrup spacing along the length of the Member
b =Breadth of the beam or breadth of flanged beam
SR ENGINEERING COLLEGE, WARANGAL

Page 100

fe =characteristics strength of the stirrup reinforcement in N/mm2
Which shall not be taken greater than 415N/mm2
16. Clear cover for longitudinal reinforcement in a beam, neither less than 25mm nor less
than Dia of such bar and 15mm to stirrup.
17. At each end of reinforcing bar neither less than 25mm nor less than twice Dia of such
bar.
18. At least two bars should be used as tension steel, and not more than 6 bars should be
used in one layer of beam.
19. The diameter of hanger bars shall not be less than 10mm, and of main tensions bars
12mm.The usual diameter of bar chosen for beams are 10,12,16,20,22,25, and
32mm.When using different sized bars in one layer place the largest diameter bars
near the faces, there as of steel should be symmetrical about centre line of column as
far as possible.
20. The minimum distance between bars has the diameter of bars or maximum size of
Aggregate plus 5mm. size of aggregate normally used in India is 20mm.So that clear
max distance between bars should be 25mm.
21. The depth of beam should satisfy the deflection requirements with respect to L/d
ratios. In addition for economy the ratios of overall depth to which should be 1.5 to
2.0.
22. Specifications Regarding Spacing of Stirrup in Doubly Reinforced Beams:
Compression steel placed in doubly reinforced beams also has to be restrained against
local buckling during its action like the compression steel.
According, the diameter of stirrups (ties) should be 6mm and the pitch should not be
more than the least of the following:
SR ENGINEERING COLLEGE, WARANGAL

Page 101

a) Least lateral dimensions
b) 16×dia of longitudinal bar
c) 300mm
23. Minimum steel is necessary to
a) Guard any sudden failure of a beam if concrete cover burst and the bond to the
Tension steel is lost.
b) Prevent brittle failure, which can occur without shear steel.
c) Prevent failure that can be caused by tension due to shrinkage and thermal stresses
And internal cracking in the beams.
Holds the reinforcements in place while pouring concrete and act as the necessary
Ties for the compression steel and make them effective.
9.2.1 Beam calculations:
Beam A1A2:
Shear = 37.4KN
Bending Moment = 31.23 KNm
At mid of A1A2

= 31.23 – 30.45
= 0.8KNm

Mu/bd2

= 0.02N/mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 102

Provide 2T@12mm Dia
Support moment = 43.8KNm
Mu/bd2

= 1.02N/mm2

Check SP16;
Pt

= 0.301 %

Ast

= 312.3mm2

Provide 2T@16mm Dia
Check for shear:Vc

= 37.4KN

Τv

= 0.36

Ast

= 2x200.96 = 401.92mm2

P% = 0.32
Τc

= 0.41

Τv ˂ Τc

˂

Τc(max)

Provide 2T@12mm Dia (minimum steel )

Beam A2A3:
Shear = 81.9 KN
Bending Moment = 96.23 KNm

SR ENGINEERING COLLEGE, WARANGAL

Page 103

At mid of A2A3

= 96.23 – 55.62
= 40.6 KNm

Mu/bd2

= 0.94N/mm2

Ast

= 287.4 mm2
Provide 3T@12mm Dia

Support moment = 53.43 KNm

Mu/bd2

= 1.24N/mm2

Check SP16;
Pt

= 0.374 %

Ast

= 388 mm2

Provide 2T@16mm Dia
Check for shear:Vc =81.9 KN
Τv = 0.79
Ast = 2x200.96 = 401.92mm2
P% = 0.39
Τc

= 0.44

SR ENGINEERING COLLEGE, WARANGAL

Page 104

Τv ˃ Τc

Beam A3A4:
Shear = 34.9 KN
Bending Moment = 28 KNm
At mid of A3A4

= 28 – 30
= -2 KNm

Mu/bd2

= 0.05N/mm2
Provide 2T@12mm Dia

Support moment = 23.58KNm
Mu/bd2

= 0.55 N/mm2

Check SP16;
Pt

= 0.158 %

Ast

= 164 mm2

Provide 2T@12mm Dia
Check for shear:Vc =34.9 KN
SR ENGINEERING COLLEGE, WARANGAL

Page 105

Τv = 0.34
Ast = 2x113 = 226 mm2
P% = 0.30
Τc

= 0.40

Τv ˂ Τc
Provide 2T@12mm Dia ( minimum steel )

Beam A4A5:
Shear = 92.8 KN
Bending Moment = 111.34 KNm
At mid of A4A5

=111.34 – 73.65
= 37.7 KNm

Mu/bd2

= 0.9 N/mm2

Ast

= 255.3 mm2
Provide 2T@16mm Dia

Support moment
Mu/bd2

= 89.4 KNm
= 2.08 N/mm2

Check SP16;
Pt

= 0.670 %

SR ENGINEERING COLLEGE, WARANGAL

Page 106

Ast

= 695.13 mm2

Provide 4T@16mm Dia
Check for shear:Vc = 92.8 KN
Τv = 0.89
Ast = 803.84 mm2
P% = 0.77
Τc

= 0.57

Τv ˃ Τc

Beam A5A6:
Shear = 156.4 KN
Bending Moment = 175.92 KNm
At mid of A5A6

= 175.92 – 110.3
= 65.62 KNm

Mu/bd2

= 1.52 N/mm2

Ast

= 483.5 mm2
Provide 3T@16mm Dia

Support moment = 104.34 KNm

SR ENGINEERING COLLEGE, WARANGAL

Page 107

Mu/bd2

= 2.42 N/mm2

Check SP16;
Pt

= 0.806 %

Ast

= 836.3 mm2

Provide 3T@20mm Dia
Check for shear:Vc = 156.4 KN
Τv = 1.5
Ast = 942 mm2
P% = 0.90
Τc

= 0.60

Τv ˃ Τc

Beam A6A7:
Shear = 56.1 KN
Bending Moment = 53.3 KNm
At mid of A6A7

= 53.3 – 42.4
= 10.9 KNm

Mu/bd2

= 0.25 N/mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 108

= 73.7 mm2

Ast

Provide 2T@12mm Dia
Support moment = 30.09 KNm
Mu/bd2

= 0.70 N/mm2

Check SP16;
Pt

= 0.203 %

Ast

= 210.62 mm2

Provide 2T@12mm Dia
Check for shear:Vc = 56.1 KN
Τv = 0.54
Ast = 226 mm2
P% = 0.23
Τc

= 0.34

Τv ˃ Τc
Provide 2T@12mm Dia ( minimum steel )

Beam A7A8:
Shear = 64.13 KN

SR ENGINEERING COLLEGE, WARANGAL

Page 109

Bending Moment = 60.9 KNm
At mid of A7A8

= 60.9 – 35.96
= 24.94 KNm

Mu/bd2

= 0.58 N/mm2

Ast

= 172.23 mm2
Provide 2T@12mm Dia

Support moment = 30.11 KNm
Mu/bd2

= 0.70 N/mm2

Check SP16;
Pt

= 0.203 %

Ast

= 210.62 mm2

Provide 2T@12mm Dia
Check for shear:Vc = 64.13 KN
Τv = 0.62
Ast = 226 mm2
P% = 0.23
Τc

= 0.34

SR ENGINEERING COLLEGE, WARANGAL

Page 110

Τv ˃ Τc
Provide 2T@12mm Dia ( minimum steel )

Beam B1B2:
Shear = 91.95 KN
Bending Moment = 76.6 KNm
At mid of B1B2

= 76.6 – 54.7
= 21.9 KNm

Mu/bd2

= 0.51 N/mm2

Ast

= 151.5 mm2
Provide 2T@12mm Dia

Support moment = 83.6 KNm
Mu/bd2

= 1.94 N/mm2

Check SP16;
Pt

= 0.618 %

Ast

= 641.2 mm2

Provide 4T@16mm Dia
Check for shear:-

SR ENGINEERING COLLEGE, WARANGAL

Page 111

Vc = 91.95 KN
Τv = 0.88
Ast = 803.84 mm2
P% = 0.80
Τc

= 0.54

Τv ˃ Τc

Beam B2B3:
Shear = 142.9 KN
Bending Moment = 167.9 KNm
At mid of B2B3

= 167.9 - 102.7
= 65.2 KNm

Mu/bd2

= 1.51 N/mm2

Ast

= 481.4 mm2
Provide 3T@16mm Dia

SR ENGINEERING COLLEGE, WARANGAL

Page 112

Support moment = 104.45 KNm
Mu/bd2

= 2.42 N/mm2

Check SP16;
Pt

= 0.806 %

Ast

= 836.3 mm2

Provide 3T@20mm Dia
Check for shear:Vc = 142.9 KN
Τv = 1.38
Ast = 942 mm2
P% = 0.90
Τc

= 0.60

Τv ˃ Τc

Beam B3B4:
Shear = 88.1 KN
Bending Moment = 70.5 KNm
At mid of B3B4

= 70.5 – 59.42
= 11.08 KNm

SR ENGINEERING COLLEGE, WARANGAL

Page 113

Mu/bd2

= 0.26 N/mm2
Provide 2T@12mm Dia

Support moment = 60.76 KNm
Mu/bd2

=1.41 N/mm2

Check SP16;
Pt

= 0.429 %

Ast

= 445.1 mm2

Provide 4T@12mm Dia
Check for shear:Vc = 88.1 KN
Τv = 0.85
Ast = 452 mm2
P% = 0.44
Τc

= 0.46

Τv ˃ Τc

Beam B4B5:
Shear = 137.52 KN
Bending Moment = 165 KNm

SR ENGINEERING COLLEGE, WARANGAL

Page 114

At mid of B4B5

= 165 – 98.04
= 66.96 KNm

Mu/bd2

= 1.56 N/mm2

Ast

= 499 mm2
Provide 3T@16mm Dia

Support moment = 87.14 KNm
Mu/bd2

= 2.02 N/mm2

Check SP16;
Pt

= 0.647 %

Ast

= 671.27 mm2

Provide 4T@16mm Dia
Check for shear:Vc = 137.52 KN
Τv = 1.33
Ast = 803.84 mm2
P% = 0.78
Τc

= 0.57

Τv ˃ Τc

SR ENGINEERING COLLEGE, WARANGAL

Page 115

Beam C6C7:
Shear = 72.5 KN
Bending Moment = 68.9 KNm
At mid of C6C7

= 68.9 – 43.26
= 25.64 KNm

Mu/bd2

= 0.60 N/mm2

Ast

= 178.5 mm2
Provide 2T@12mm Dia

Support moment = 55.3 KNm
Mu/bd2

= 1.28 N/mm2

Check SP16;
Pt

= 0.385 %

Ast

= 399.44 mm2

Provide 4T@12mm Dia
Check for shear:Vc = 72.5 KN
Τv = 0.70
Ast = 452 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 116

P% = 0.44
Τc

= 0.46

Τv ˃ Τc

Beam C7C8:
Shear = 88 KN
Bending Moment = 83.62 KNm
At mid of C7C8

= 83.62 – 50.8
= 32.82 KNm

Mu/bd2

= 0.76 N/mm2

Ast

= 229.3 mm2
Provide 2T@12mm Dia

Support moment = 39.95 KNm
Mu/bd2

= 0.93 N/mm2

Check SP16;
Pt

= 0.273 %

Ast

= 283.24 mm2

Provide 3T@12mm Dia
Check for shear:-

SR ENGINEERING COLLEGE, WARANGAL

Page 117

Vc = 88 KN
Τv = 0.85
Ast = 339 mm2
P% = 0.33
Τc

= 0.41

Τv ˃ Τc

Beam D1D2:
Shear = 111.12 KN
Bending Moment = 111.12 KNm
At mid of D1D2

= 111.12 – 67.04
= 44.08 KNm

Mu/bd2

= 1.02 N/mm2

Ast

= 313.33 mm2
Provide 3T@12mm Dia

Support moment = 82.16 KNm
Mu/bd2

= 1.91 N/mm2

Check SP16;
Pt

= 0.605 %

SR ENGINEERING COLLEGE, WARANGAL

Page 118

Ast

= 627.69 mm2

Provide 6T@12mm Dia
Check for shear:Vc =111.12 KN
Τv = 1.07
Ast = 678 mm2
P% = 0.65
Τc

= 0.53

Τv ˃ Τc

Beam D2D3:
Shear = 110.2 KN
Bending Moment = 111.3 KNm
At mid of D2D3

= 111.3 – 76.1
= 35.2 KNm

Mu/bd2

= 0.82 N/mm2

Ast

= 246.9 mm2
Provide 3T@12mm Dia

Support moment = 72.7 KNm

SR ENGINEERING COLLEGE, WARANGAL

Page 119

Mu/bd2

= 1.70 N/mm2

Check SP16;
Pt

= 0.530 %

Ast

= 550 mm2

Provide 3T@16mm Dia
Check for shear:Vc =110.2 KN
Τv = 1.06
Ast = 602.88 mm2
P% = 0.58
Τc

= 0.50

Τv ˃ Τc

Beam D3D4:
Shear = 111.12 KN
Bending Moment = 111.12 KNm
At mid of D3D4

= 111.12 – 75.01
= 36.11 KNm

Mu/bd2

= 0.84 N/mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 120

Ast

= 254.2 mm2
Provide 3T@12mm Dia

Support moment = 76.28 KNm
Mu/bd2

= 1.77 N/mm2

Check SP16;
Pt

= 0.553 %

Ast

= 573.74 mm2

Provide 3T@16mm Dia
Check for shear:Vc =111.12 KN
Τv = 1.07
Ast = 602.88 mm2
P% = 0.58
Τc

= 0.50

Τv ˃ Τc

SR ENGINEERING COLLEGE, WARANGAL

Page 121

Beam D4D5:
Shear = 110.2 KN
Bending Moment = 111.3 KNm
At mid of D4D5

= 111.3 – 65.93
= 45.4 KNm

Mu/bd2

= 1.05 N/mm2

Ast

= 322.7 mm2
Provide 3T@12mm Dia

Support moment = 50.62 KNm
Mu/bd2

= 1.2 N/mm2

Check SP16;
Pt

= 0.359 %

Ast

= 372.5 mm2

Provide 4T@12mm Dia
Check for shear:Vc =110.2 KN
Τv = 1.06

SR ENGINEERING COLLEGE, WARANGAL

Page 122

Ast = 452 mm2
P% = 0.44
Τc

= 0.46

Τv ˃ Τc

Beam E1E2:
Shear = 57.32 KN
Bending Moment = 57.32 KNm
At mid of E1E2

= 57.32 – 34.35
= 22.97 KNm

Mu/bd2

= 0.53 N/mm2

Ast

= 322.7 mm2
Provide 2T@12mm Dia

Support moment = 40.88 KNm
Mu/bd2

= 0.95 N/mm2

Check SP16;
Pt

= 0.280 %

Ast

= 290.5 mm2

Provide 3T@12mm Dia

SR ENGINEERING COLLEGE, WARANGAL

Page 123

Check for shear:Vc =57.32 KN
Τv = 0.55
Ast =339 mm2
P% = 0.33
Τc

= 0.41

Τv ˃ Τc

Beam E2E3:
Shear = 53.33 KN
Bending Moment = 53.86 KNm
At mid of E2E3

= 53.86 – 37.3
= 16.56 KNm
Mu/bd2

= 0.38 N/mm2
Provide 2T@12mm Dia

Support moment = 36.23 KNm
Mu/bd2

= 0.84 N/mm2

Check SP16;
Pt

= 0.245 %

SR ENGINEERING COLLEGE, WARANGAL

Page 124

Ast

= 254.2 mm2

Provide 3T@12mm Dia
Check for shear:Vc = 53.33 KN
Τv = 0.52
Ast =339 mm2
P% = 0.33
Τc

= 0.41

Τv ˃ Τc

Beam E3E4:
Shear = 57.32 KN
Bending Moment = 57.32 KNm
At mid of E3E4

= 57.32 – 36.77
= 20.55 KNm

Mu/bd2

= 0.53 N/mm2

Ast

= 322.7 mm2
Provide 2T@12mm Dia

Support moment = 35.8 KNm

SR ENGINEERING COLLEGE, WARANGAL

Page 125

Mu/bd2

= 0.83 N/mm2

Check SP16;
Pt

= 0.242 %

Ast

= 251.1 mm2

Provide 3T@12mm Dia
Check for shear:Vc =57.32 KN
Τv = 0.55
Ast =339 mm2
P% = 0.33
Τc

= 0.41

Τv ˃ Τc

Beam E4E5:
Shear = 53.33 KN
Bending Moment = 53.86 KNm
At mid of E4E5

= 53.86 – 39.43
= 14.43 KNm
Mu/bd2

= 0.38 N/mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 126

Provide 2T@12mm Dia
Support moment = 45.46 KNm
Mu/bd2

= 1.05 N/mm2

Check SP16;
Pt

= 0.311 %

Ast

= 322.66 mm2

Provide 2T@16mm Dia
Check for shear:Vc = 53.33 KN
Τv = 0.52
Ast =401.92 mm2
P% = 0.39
Τc

= 0.43

Τv ˃ Τc

SR ENGINEERING COLLEGE, WARANGAL

Page 127

Beam E5E6:
Shear = 81.9 KN
Bending Moment = 92.11 KNm
At mid of E5E6

= 92.11 – 55.74
= 36.4 KNm
Mu/bd2

= 0.85 N/mm2

Ast

= 257.3 mm2
Provide 3T@12mm Dia

Support moment = 57.21 KNm
Mu/bd2

= 1.33 N/mm2

Check SP16;
Pt

= 0.403 %

Ast

= 418.11 mm2

Provide 4T@12mm Dia
Check for shear:Vc = 81.9 KN
Τv = 0.80

SR ENGINEERING COLLEGE, WARANGAL

Page 128

Ast =452 mm2
P% = 0.44
Τc

= 0.46

Τv ˃ Τc

Beam E6E7:
Shear = 64.9 KN
Bending Moment = 61.62 KNm
At mid of E6E7

= 61.62 – 45.72
= 15.9 KNm
Mu/bd2

= 0.37 N/mm2
Provide 2T@12mm Dia

Support moment = 42.71 KNm
Mu/bd2

= 1.00 N/mm2

Check SP16;
Pt

= 0.295 %

Ast

= 306.1 mm2

Provide 3T@12mm Dia
Check for shear:-

SR ENGINEERING COLLEGE, WARANGAL

Page 129

Vc = 64.9 KN
Τv = 0.63
Ast = 339mm2
P% = 0.33
Τc

= 0.41

Τv ˃ Τc

Beam E7E8:
Shear = 66.35 KN
Bending Moment = 63 KNm
At mid of E7E8

= 63 – 33.64
= 29.36 KNm

Mu/bd2

= 0.68 N/mm2

Ast = 204.4 mm2

Provide 2T@12mm Dia
Support moment = 19.37 KNm
Mu/bd2

= 0.45 N/mm2

Check SP16;

SR ENGINEERING COLLEGE, WARANGAL

Page 130

Pt

= 0.128%

Ast

= 132.8 mm2

Provide 2T@12mm Dia
Check for shear:Vc = 66.35 KN
Τv = 0.64
Ast = 226 mm2
P% = 0.23
Τc

= 0.33

Τv ˃ Τc
Provide 2T@12mm Dia ( minimum steel )

Beam A1B1:
Shear = 73.94 KN
Bending Moment = 83.2 KNm
SR ENGINEERING COLLEGE, WARANGAL

Page 131

At mid of A1B1

= 83.2 – 45.72
= 37.48KNm

Mu/bd2

= 0.87 N/mm2

Ast

= 263.5 mm2
Provide 3T@12mm Dia

Support moment = 63.34 KNm
Mu/bd2

= 1.47 N/mm2

Check SP16;
Pt

= 0.450%

Ast

= 466.9 mm2

Provide 2T@20mm Dia
Check for shear:Vc = 73.94 KN
Τv = 0.71
Ast = 628 mm2
P% = 0.61
Τc

= 0.55

Τv ˃ Τc

SR ENGINEERING COLLEGE, WARANGAL

Page 132

Beam B1D1:
Shear = 70.85 KN
Bending Moment = 76.2 KNm
At mid of B1D1

= 76.2 – 53.27
= 22.93 KNm

Mu/bd2

= 0.53 N/mm2
Provide 2T@12mm Dia

Support moment = 49.12 KNm
Mu/bd2

= 1.14 N/mm2

Check SP16;
Pt

= 0.340%

Ast

= 352.75 mm2

Provide 2T@16mm Dia
Check for shear:Vc = 70.85 KN
Τv = 0.68
Ast = 401.92 mm2
P% = 0.39

SR ENGINEERING COLLEGE, WARANGAL

Page 133

Τc

= 0.43

Τv ˃ Τc

Beam D1E1:
Shear = 64.7 KN
Bending Moment = 61.5 KNm
At mid of D1E1

= 61.5 – 34.6
= 26.9 KNm

Mu/bd2

= 0.62 N/mm2
Provide 2T@12mm Dia

Support moment = 18.8 KNm
Mu/bd2

= 0.44 N/mm2

Check SP16;
Pt

= 0.125%

Ast

= 130 mm2

Provide 2T@12mm Dia
Check for shear:Vc = 64.7 KN
Τv = 0.62

SR ENGINEERING COLLEGE, WARANGAL

Page 134

Ast = 226 mm2
P% = 0.30
Τc

= 0.40

Τv ˃ Τc
Provide 2T@12mm Dia ( minimum steel )

Beam A2B2:
Shear = 107.3 KN
Bending Moment = 120.7 KNm
At mid of A2B2

= 120.7 – 67.2
= 53.5 KNm

Mu/bd2

= 1.25 N/mm2

Ast

= 390.1 mm2
Provide 2T@16mm Dia

Support moment = 67.2 KNm
Mu/bd2

= 1.56 N/mm2

Check SP16;
Pt

= 0.480%

Ast

= 498 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 135

Provide 3T@16mm Dia
Check for shear:Vc = 107.3 KN
Τv = 1.03
Ast = 602.88 mm2
P% = 0.58
Τc

= 0.50

Τv ˃ Τc

Beam D2E2:
Shear = 93.7 KN
Bending Moment = 89 KNm
At mid of D2E2

= 89 – 42.65
= 46.35 KNm

Mu/bd2

= 1.08 N/mm2

Ast

= 332 mm2
Provide 3T@12mm Dia

Support moment = 55.5 KNm
Mu/bd2

= 1.3 N/mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 136

Check SP16;
Pt

= 0.392%

Ast

=406.7 mm2

Provide 2T@20mm Dia
Check for shear:Vc = 93.7 KN
Τv = 0.90
Ast = 628 mm2
P% = 0.61
Τc

= 0.55

Τv ˃ Τc

Beam A3B3:
Shear = 118.6 KN
Bending Moment = 133.4 KNm
At mid of A3B3

= 133.4 – 80.52

SR ENGINEERING COLLEGE, WARANGAL

Page 137

= 52.88 KNm
Mu/bd2

= 1.23 N/mm2

Ast

= 383.9 mm2
Provide 2T@16mm Dia

Support moment = 94.9 KNm
Mu/bd2

= 2.2 N/mm2

Check SP16;
Pt

= 0.717%

Ast

=743.9 mm2

Provide 4T@16mm Dia
Check for shear:Vc = 118.6 KN
Τv = 1.14
Ast = 803.84 mm2
P% = 0.77
Τc

= 0.56

Τv ˃ Τc

Beam B3D3:

SR ENGINEERING COLLEGE, WARANGAL

Page 138

Shear = 116.64 KN
Bending Moment = 125.6 KNm
At mid of B3D3

= 125.4 – 83.84
= 41.6 KNm

Mu/bd2

= 0.97 N/mm2

Ast

= 296.72 mm2
Provide 3T@12mm Dia

Support moment = 78.63 KNm
Mu/bd2

= 1.83 N/mm2

Check SP16;
Pt

= 0.575%

Ast

=596.6 mm2

Provide 3T@16mm Dia
Check for shear:Vc = 116.64 KN
Τv = 1.12
Ast = 602.88 mm2
P% = 0.58

SR ENGINEERING COLLEGE, WARANGAL

Page 139

Τc

= 0.50

Τv ˃ Τc

Beam D3E3:
Shear = 103.7 KN
Bending Moment = 98.5 KNm
At mid of D3E3

= 98.5 – 61
= 37.5 KNm

Mu/bd2

= 0.87 N/mm2

Ast

= 263.5 mm2
Provide 3T@12mm Dia

Support moment = 45 KNm
Mu/bd2

= 1.05 N/mm2

Check SP16;
Pt

= 0.311%

Ast

= 322.7 mm2

Provide 3T@12mm Dia
Check for shear:Vc = 103.7 KN

SR ENGINEERING COLLEGE, WARANGAL

Page 140

Τv = 1
Ast = 339 mm2
P% = 0.32
Τc

= 0.41

Τv ˃ Τc

Beam A4B4:
Shear = 1110.7KN
Bending Moment = 124.5 KNm
At mid of A4B4

= 124.5 – 53
= 71.5 KNm

Mu/bd2

= 1.67 N/mm2

Ast

= 537.4 mm2
Provide 3T@16mm Dia

Support moment = 53 KNm
Mu/bd2

= 1.23 N/mm2

Check SP16;
Pt

= 0.368%

Ast

= 381.8 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 141

Provide 2T@16mm Dia
Check for shear:Vc = 110.7 KN
Τv = 1.1
Ast = 401.92 mm2
P% = 0.39
Τc

= 0.43

Τv ˃ Τc

Beam D4E4:
Shear = 93.7 KN
Bending Moment = 89 KNm
At mid of D4E4

= 89 – 42.65
= 46.35 KNm

Mu/bd2

= 1.08 N/mm2

Ast

= 332 mm2
Provide 3T@12mm Dia

Support moment = 55.5 KNm
Mu/bd2

= 1.3 N/mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 142

Check SP16;
Pt

= 0.392%

Ast

=406.7 mm2

Provide 2T@20mm Dia
Check for shear:Vc = 93.7 KN
Τv = 0.90
Ast = 628 mm2
P% = 0.61
Τc

= 0.55

Τv ˃ Τc

Beam A5B5:
Shear = 81.3 KN
Bending Moment = 91.43 KNm
At mid of A5B5

= 91.43 – 50.1
= 41.33 KNm

Mu/bd2

= 0.96 N/mm2

Ast

= 294.65 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 143

Provide 3T@12mm Dia
Support moment = 70.55KNm
Mu/bd2

= 1.64 N/mm2

Check SP16;
Pt

= 0.509%

Ast

= 528.1 mm2

Provide 3T@16mm Dia
Check for shear:Vc = 81.3 KN
Τv = 0.78
Ast = 602.88 mm2
P% = 0.6
Τc

= 0.51

Τv ˃ Τc

Beam B5D5:
Shear = 77.53 KN
Bending Moment = 83.35 KNm
At mid of B5D5

= 83.35 – 57.55

SR ENGINEERING COLLEGE, WARANGAL

Page 144

= 25.8 KNm
Mu/bd2

= 0.6 N/mm2

Ast

= 178.45 mm2
Provide 2T@12mm Dia

Support moment = 50.9 KNm
Mu/bd2

= 1.2 N/mm2

Check SP16;
Pt

= 0.359%

Ast

= 372.5 mm2

Provide 2T@16mm Dia
Check for shear:Vc = 77.53 KN
Τv = 0.75
Ast = 401.92 mm2
P% = 0.39
Τc

= 0.43

Τv ˃ Τc

Beam D5E5:

SR ENGINEERING COLLEGE, WARANGAL

Page 145

Shear = 67.1 KN
Bending Moment = 63.72 KNm
At mid of D5E5

= 63.72 – 39.42
= 24.3 KNm

Mu/bd2

= 0.56 N/mm2

Ast

= 168.1 mm2
Provide 2T@12mm Dia

Support moment = 29 KNm
Mu/bd2

= 0.67 N/mm2

Check SP16;
Pt

= 0.193%

Ast

= 200.24 mm2

Provide 2T@12mm Dia
Check for shear:Vc = 67.1 KN
Τv = 0.65
Ast = 235.5 mm2
P% = 0.23

SR ENGINEERING COLLEGE, WARANGAL

Page 146

Τc

= 0.35

Τv ˃ Τc
Provide 2T@12mm Dia (minimum steel)

Beam A6C6:
Shear = 123.1 KN
Bending Moment = 196.92 KNm
At mid of A6C6

= 196.92 – 116.2
= 80.72 KNm

Mu/bd2

= 1.9 N/mm2

Ast

= 624.6 mm2
Provide 2T@20mm Dia

Support moment

= 158.4 KNm

Mu/bd2

= 3.7 N/mm2

d’/d

= 0.084 ≈ 0.10
Pt

= 1.245%

Ast

= 1291.7 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 147

Provide 3T@25mm Dia
pc

=

0.304 %

Asc

=

315.4 mm2
Provide 3T@12mm Dia

Beam C6E6:
Shear = 131.9 KN
Bending Moment = 211 KNm
At mid of C6E6

= 211 – 134.2
= 76.8 KNm
Mu/bd2

= 1.78 N/mm2

Ast

= 579.96 mm2
Provide 2T@20mm Dia

Support moment = 111.9 KNm
Mu/bd2

= 2.6 N/mm2

Check SP16;
Pt

= 0.883%

SR ENGINEERING COLLEGE, WARANGAL

Page 148

Ast

= 918.2 mm2

Provide 3T@20mm Dia
Check for shear:Vc = 131.9 KN
Τv = 1.27
Ast = 942 mm2
P% = 0.90
Τc

= 0.60

Τv ˃ Τc

Beam A7C7:
Shear = 183.5 KN
Bending Moment = 293.6 KNm
At mid of A7C7

= 293.6 – 173.4
= 120.2 KNm
Mu/bd2

= 2.8 N/mm2

d’/d

= 0.10

pt = 0.968

pc = 0.012

Ast = 1004.3 mm2

Asc = 12.45 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 149

Provide 4T@20mm Dia

Provide 2T@12mm Dia

Support moment = 236.7 KNm
Mu/bd2

= 5.5 N/mm2

d’/d = 0.10
Pt

= 1.799%

Ast

= 1866.5 mm2
Provide 4T@25mm Dia

pc

=

0.887 %

Asc

=

920.3 mm2
Provide 3T@20mm Dia

Beam C7E7:
Shear = 198.5 KN
Bending Moment = 317.5 KNm
At mid of C7E7

= 317.5 – 201.65
= 115.85 KNm
Mu/bd2

= 2.7 N/mm2
pt = 0.928

SR ENGINEERING COLLEGE, WARANGAL

Page 150

Ast = 962.80 mm2
Provide 4T@20mm Dia
Support moment = 168.64 KNm
Mu/bd2

= 3.92 N/mm2

d’/d = 0.10
Pt

= 1.313%

Ast

= 1362.24 mm2
Provide 3T@25mm Dia

pc

=

0.371 %

Asc

=

384.91 mm2
Provide 2T@16mm Dia

Beam A8C8:
Shear = 126.15 KN
Bending Moment = 201.83 KNm
At mid of A8C8

= 201.83 – 119.8
= 82.03 KNm

Mu/bd2

= 1.9 N/mm2
pt = 0.602

SR ENGINEERING COLLEGE, WARANGAL

Page 151

Ast = 624.6 mm2
Provide 2T@20mm Dia
Support moment

= 163.11 KNm

Mu/bd2

= 3.8 N/mm2

d’/d

= 0.10
Pt

= 1.276%

Ast

= 1323.9 mm2
Provide 3T@25mm Dia

pc

=

0.336 %

Asc

=

348.6 mm2

Provide 2T@16mm Dia

Beam C6E6:
Shear = 131.26 KN
Bending Moment = 210 KNm
At mid of C6E6

= 210 – 134.36
= 75.64 KNm
Mu/bd2

= 1.76 N/mm2

Ast

= 570.62 mm2

SR ENGINEERING COLLEGE, WARANGAL

Page 152

Provide 2T@20mm Dia
Support moment = 110.4 KNm
Mu/bd2

= 2.56 N/mm2

Check SP16;
Pt

= 0.866%

Ast

= 898.5 mm2

Provide 2T@25mm Dia
Check for shear:Vc = 131.26 KN
Τv = 1.27
Ast = 942 mm2
P% = 0.90
Τc

= 0.60

Τv ˃ Τc

SR ENGINEERING COLLEGE, WARANGAL

Page 153