STRUCTURE DESIGN REPORT

Project Submitted to Indo Global College of Engineering
Abhipur, Punjab
Submitted in partial fulfillment for the award of degree
Of
Bachelor of Architecture
By
Amit Jakhad (Univ. Roll No. 1400059)
Mansi Pushpakar (Univ. Roll. No. 1400083)
Prerna Chouhan (Univ. Roll. No. 1400093)
Sahil (Univ. Roll No. 1400097)
Under the supervision of
Er. Hema Rana
Professor at Indo Global College of Engineering, Abhipur
2017

ACKNOWLEDGEMENT
It is my pleasant due to acknowledge with gratitude the help that we have derived in the
preparation of this report.
We are sincerely thankful to the authority in-charge of Structure Design Project (Er. Hema
Rana) without whose guidance the performance of such a colossal task would have been
quite difficult for us.
We are also extremely grateful to Er. Sohan Singh (Faculty of Civil Engg.) for their helpful
attitude that helped us a lot. Their valuable guidance and suggestions from time to time in the
preparation of this report.

DECLARATION
We, Amit Jakhad, Mansi Pushpakar, Prerna Chouhan, Sahil hereby declare
that the project report entitled “Structure DesignProject of Residential Building”,
Under the guidance of Prof. Hema Rana is submitted in the fulfillment of the requirements
for the MAIN-PROJECT.
This is a bonafide work carried out by us and the results embodied in this project report have
not been reproduced/copied from any source. The results embodied in this project report have
not been submitted to any other university or institution for the award of any other degree or
diploma.
Date: 17-04-2017
Place: Chandigarh
Indo Global Education Foundation
Indo Global College of Architecture
Abhipur, Punjab

CONTENTS
S. No. Title Page No.
1. Aim of the Project
2. Theory
2.1 Introduction
2.2 Classification of building
2.3 Selection of plot and study
2.4 Building bye-laws and regulations
2.5 Site Analysis
2.6 Statement of Project
3. Structure
3.1 Definition
3.2 Types of structures
3.3 Elements
3.4 Advantages and disadvantages
3.5 Loads on a structure
4. Method of Calculation
4.1 Limit State
4.2 Working Stress
5. Design
5.1 Design of Slab
5.2 Design of Beam
5.3 Design of Column
5.4 Design of Foundation
5.5 Design of Staircase
6. Drawings

AIM OF THE PROJECT
The aim of the project is to plan and design the framed structure of a residential building
1

2. THEORY
2.1 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

2.2 CLASSIFICATION OF BUILDINGS
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
Residential Buildings
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.
3

2.3 SELECTION OF PLOT AND STUDY
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 factor to be considered while selecting the building site are as follows:
• Access to park & playground
• Agriculture polytonality of the land
• Availability of public utility services, especially water, electricity & sewage disposal
• Contour of land in relation the building cost. Cost of land
• Distance from places of work
• Ease of drainage
• Location with respect to school, collage & public buildings
• Nature of use of adjacent area
• Transport facilities
• Wind velocity and direction
4

2.4 BUILDING 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
5

2.5 SITE ANALYSIS
1. 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 plats over the
entire area
- No levelling is required since the land is must uniformly level
- The ground is soft
- Labour available near by the site
- Houses are located near by the site
2. Detailed survey: The detailed survey has been done to determine the boundaries of the
required areas of the site with the help of theodolite and compass:
SPACE FLOOR AREA HEIGHT
Living Room 2.8m x 3.6m 2.7m
Bedroom 2.8m x 3.6m 2.7m
Toilet 1.2m x 2.1m 2.7m
Kitchen 1.8m x 1.8m 2.7m
Staircase 1.8m x 1.7m 2.7m
6

2.6 STATEMENT OF PROJECT
Salient features
- Utility of building: Residential
- No of storeys: G+1
- Shape of the building: Rectangular
- No of staircases: One
- Type of construction: R.C.C framed structure
- Types of walls: Brick wall
Geometric details:
- Ground floor: 2.7M
- Floor to floor height: 2.7M
- Height of plinth: 0.6M
- Depth of foundation: 0.9M
Materials:
- Concrete grade: M30
- All steel grades: Fe415 grade
- Bearing capacity of soil: 300KN/M2
7

3. STRUCTURE
3.1 DEFINITION
Structure is an arrangement and organization of interrelated elements in a material object
or system, or the object or system so organized. Material structures include man-made objects
such as buildings and machines and natural objects such as biological
organisms, minerals and chemicals.
Abstract structures include data structures in computer science and musical form. Types of
structure include a hierarchy (a cascade of one-to-many relationships), a network featuring
many-to-many links, or a lattice featuring connections between components that are
neighbours in space.
8

Any structure is divided into two parts:
Superstructure:
It is the structure which is above ground level and includes elements of a structure which rises or
rests on it foundation.
Substructure:
It is the structure which is below the ground level and consists of basement as well as the
foundation.
9

3.2 TYPES OF STRUCTURES
 Framed Structure
 Space-Framed Structure
 Tensile Structure
 Folding Plate or Shell Structure
 Pneumatic Structure
- Framed Structure:
Framed structures are basically assembly or interconnection of load bearing elements
like column, beam, plates or slabs and foundation. These structures are mostly used as
load bearing structure.
These structures are mostly used nowadays in residential as well as other building
structures.
10

- Space-Framed Structure:
A space frame or space structure is a like, lightweight rigid structure constructed from
interlocking struts in a geometric pattern.
11

- Tensile Structure:
A cable structure is a construction of elements carrying only tension and
no compression or bending. The term tensile should not be confused with tensegrity,
which is a structural form with both tension and compression elements. Tensile
structures are the most common type of thin-shell structures.
12

- Folding Plate or Sheel Structure
Folded plate structures are assemblies of flat plates, or slabs, inclined in different
directions and joined along their longitudinal edges. In this way the structural system
is capable of carrying loads without the need for additional supporting beams along
mutual edges.
13

- Pneumatic Structure
The membrane structures that is stabilized by the pressure of compressed air. Air
supported structures are supported by internal air pressure.
14

3.3 ELEMENTS OF STRUCTURE
Framed structures are generally made up of steel or RCC, but both the types have same
elements with function but different sizes and shape.
- Foundation:
Foundation is the element of an architectural structure which connects it to the
ground and transfers load from the structure to the ground.
- Columns:
A column or pillar in architecture is a structural element that transmits through compression. It may
be round, square or can be of any shape. Columns are frequently used to support beams or arches on
which the upper parts of walls or ceilings rests.
15

- Beam:
A beam is a structural element that primarily resists loads applied laterally to the beam axis. The
loads applied to the beam results in the reaction forces. The total effect of all the forces acting on
the beam is to produce shear forces and bending moment within the beam.
- Slabs or Plates:
A slab is a common structural element of modern buildings. Horizontal slabs of steel reinforced
concrete, typically 4 and 20 inches.
16

3.4 ADVANTAGES AND DISADVANTAGES
ADVANTAGES
- Low Cost (Than Steel Structures)
- Good Safety (Compared to its Price)
- High Compressive Strength (Best choice for lower earthquake zones)
- Material Availability (Than Steel Structures)
- Wide Worker Availability & Easy Workmanship/Operation
- Easy Maintenance & Lower Maintenance Cost
- Better resistance against fire
DISADVANTAGES
- Lower Safety (Compared to Steel Structures) (Fire Protection issues are excluded)
- Seasonally Operatable in some areas (Cold/Hot Weather areas)
- Lower Tensile Strength (Not Recommended in High Earthquake zones)
- Larger area is occupied. E.g. Larger columns, beams etc... (than Steel Structures)
- Weak Architectural Design flexibility
- Non-Recycle-able
- Heavy load of Structure
17

3.5 LOADS ON A STRUCTURE
Loads are a primary consideration in any building design because they define the nature
and magnitude of hazards are external forces that a building must resist to provide a
reasonable performance (i.e., safety and serviceability) throughout the structure’s useful life.
The anticipated loads are influenced by a building’s intended use (occupancy and function),
configuration (size and shape) and location (climate and site conditions). Ultimately, the type
and magnitude of design loads affect critical decisions such as material collection,
construction details and architectural configuration.
Thus, to optimize the value (i.e., performance versus economy) of the finished product, it
is essential to apply design loads realistically. While the buildings considered in this guide
are primarily single-family detached and attached dwellings, the principles and concepts
related to building loads also apply to other similar types of construction, such as low-rise
apartment buildings.
In general, the design loads recommended in this guide are based on applicable provisions of
the ASCE 7 standard-Minimum Design; loads for buildings and other structures
(ASCE,1999). the ASCE 7 standard represents an acceptable practice for building loads in
the United states and is recognized in virtually all U.S. building codes. For this reason, the
reader is encouraged to become familiar with the provisions, commentary, and technical
references contained in the ASCE 7 standard.
In general structural design of housing has not been treated as a unique engineering discipline
or subjected to a special effort to develop better, more efficient design practices. Therefore,
this part of the guide focuses on those aspects aspects of ASCE 7 and other technical
resources that are particularly relevant to the determination of design loads
for residential structures.
The guide provides supplemental design assistance to address aspects of residential
construction where current practice is either silent or in need of improvement. Residential
buildings methods for determining design loads are complete yet tailored to typical
residential conditions. as with any design function, the designer must ultimately understand
and approve the loads for a given project as well as the overall design methodology,
including all its inherent strengths and weakness.
Since building codes tend to vary in their treatment of design loads the designer should,
as a matter of due diligence, identify variances from both local accepted practice and the
applicable code relative to design loads as presented in this guide, even though the variances
may be considered technically sound. Complete design of a home typically requires the
evaluation of several different types of materials. Some material specifications use the
allowable stress design (ASD) approach while others use load and resistance factor design
(LRFD).
18

- Dead Loads (DL):
Dead loads consist of the permanent construction material loads compressing the roof,
floor, wall, and foundation systems, including claddings, finishes and fixed equipment.
Dead load is the total load of all of the components of the components of the building that
generally do not change over time, such as the steel columns, concrete floors, bricks,
roofing material etc.
- Live Loads (LL):
Live loads are produced by the use and occupancy of a building. Loads include those
from human occupants, furnishings, no fixed equipment, storage, and construction and
maintenance activities. As required to adequately define the loading condition, loads are
presented in terms of uniform area loads, concentrated loads, and uniform line loads.
The uniform and concentrated live loads should not be applied simultaneously n a
structural evaluation. Concentrated loads should be applied to a small area or surface
consistent with the application and should be located or directed to give the maximum
load effect possible in endues conditions.
19

- Wind Loads (WL):
This is because wind load causes uplift of the roof by creating a negative(suction) pressure on
the top of the roof wind produces non-static loads on a structure at highly variable
magnitudes. the variation in pressures at different locations on a building is complex to the
point that pressures may become too analytically intensive for precise consideration in
design.
Therefore, wind load specifications attempt to amplify the design problem by considering
basic static pressure zones on a building representative of peak loads that are likely to be
experienced.
The peak pressures in one zone for a given wind direction may not, However, occur
simultaneously in other zones. For some pressure zones, the peak pressure depends on an
arrow range of wind direction. Therefore, the wind directionality effect must also be factored
into determining risk consistent wind loads on buildings.
20

- Snow Loads (SL):
Snow loads constitute to the vertical loads in the building. But these types of loads are
considered only in the snow fall places. The IS 875 (part 4) – 1987 deals with snow loads on
roofs of the building.
- Earthquake Loads (EL):
Earthquake forces constitute to both vertical and horizontal forces on the building. The total
vibration caused by earthquake may be resolved into three mutually perpendicular directions,
usually taken as vertical and two horizontal directions.
The movement in vertical direction do not cause forces in superstructure to any significant
extent. But the horizontal movement of the building at the time of earthquake is to be
considered while designing.
- Other Loads and Effects acting on Structures:
As per the clause 19.6 of IS 456 – 2000, in addition to above load discussed, account shall be
taken of the following forces and effects if they are liable to affect materially the safety and
serviceability of the structure:
(a) Foundation movement (See IS 1904)
(b) Elastic axial shortening
(c) Soil and fluid pressure (See IS 875, Part 5)
(d) Vibration
(e) Fatigue
(f) Impact (See IS 875, Part 5)
21

5.1 DESIGN OF SLAB
Slab dimension = 2.8m x 3.6m
Support thickness = 230mm
lx / ly = 1.54 < 2 (... it is two way slab)
σcbc = 7 N/mm2 [For M20 concrete]
σst = 230 N/mm2 [For Fe415 steel]
Step 1- Calculation of deign constants (k, j and R)
m = 280 / 3σcbc = 280/3 x7 = 13.33
k = m.σcbc / mσcbc + σst = 13.33 x 7/13.33 x 7 + 230 = 0.29
j = 1- k/3 = 1-0.29/3 = 0.90
R = 1/2 σcbckj = 1/2 x 7 x 0.9 x 0.29 = 0.91 N/mm2
Step 2- Type of slab
lx / ly = 1.28 < 2
Hence it is two way slab
Step 3- Depth of slab
deffX = lx / 26 x 1.28
= 2800/26 x 1.28 = 121.7 ≈ 125mm = dx
Assuming 10 dia steel bars & clear cover of 20mm
dy = 125 – 10 = 115mm
= 125 + (20 + 10/2) = 150mm
Step 4- Effective span of slab
Here support thickness (bearing of slab) = 230mm
Shorter span Longer span
i) Clear span + dx
2800+ 125 = 2925mm
i) Clear span + dy
3600 + 115 = 3715mm
ii) Clear span + slab width
2800 + 230 = 3030mm
ii) clear span + b
3600 + 230 = 3830mm
(whichever is less)
lx = 2.925m ly = 3.715m

Step 5- Loads calculation
i) Dead load = 1 x 1 x 150/ 1000 x 25 = 3.75 kN/m2
ii) Live load = 2 kN/m2 [IS 875 (part 2)]
iii) Finishing = 1 kN/m2
Working load = 6.75 kN/m2
iv) Seismic load = 2.4 kN/m2 [IS 1893]
w = 6.75 + 2.4 = 9.15 kN/m2
Step 6- Banding moments
for lx / ly = 3.715/2.925 = 1.27
[From table 27 of IS : 456 : 2000]
αx αy
i) 1.2 0.084 0.059
ii)1.3 0.093 0.058
αx = 0.084 + (0.093 – 0.084) / (1.3 – 1.2) x (1.27 1.2)
= 0.0903
αy = 0.054 = ( 0.089 – 0.055) / ( 1.27 – 1.2) x (1.27 1.2)
= 0.0618
Mx = αx W αx
2
= 0.0903 x 9.15 x (2.925)2 = 6.9487 kN/m
My = αy W αy
2
= 0.0618 x 9.15 x (2.925)2 = 4.8379 kN/m
Step 7- Check for depth
Min. dreq = √Mx/R.b
= √6.95 x 106 / 0.91 = 27.6 ≈ 30mm
drequired <dprovided Ok safe
Step 8- Area of main steel
Ast = 0.5 fck/fy [ 1-√1-(4.6 Mu/fck bd²) ] bd
Astx = 0.5x20/415[1- √1-(4.6 x 6.95 x 10⁶ / 20 x 1000 x 125²)] 1000 x 125
= 504.72 mm²
Asty = 0.5x20/415[1- √1-(4.6 x 4.83 x 10⁶ / 20 x 1000 x 125²)] 1000 x 125
= 293.89 mm²
And, Ast min = 0.0012 bD = 0.0012 x 1000 x 150 = 180 mm²
here, Ast min < Astx & Asty , hence use Astx &Asty
Step 9- Spacing of main bars
assume dia. of main bar Ø = 10 mm

Shorter span Long span
(1) 1000 X π/4 X 10²/ Astx = 129.88 ≈ 120 mm (1) 1000 X π/4 X 10²/ 293.89 = 267.24 ≈ 260 mm
(2) 3dx = 3 X 12 = 375 (2) 3dy = 3 X 115 = 345
(3) 300 mm (3) 300 mm
(which ever is less)
provide 10 Ø @ 120 c/c
provide 10 @ 260 c/c
(3/4 l ) span middle strip
Step 10- Distribution steel
Ast min = 180 mm²
spacing assume Ø = 8 mm
(1) 1000 X π/4 X 8²/180 =279.25 mm
(2) 5dx = 5X125 = 625 = 5X 115 = 575
(3) 450 mm
provide 8 Ø @ 270 c/c edge strip (span/ 8)
Step 11- Check for deflection
dprovided = l/(26 X MF)
Astprovided= (1000 X π/4 X 10²)/120
= 654.5 mm²
Astrequired = 604.72 mm²
% of steel = Astprovided /(b X d X 1000)
= 0.37 %
F5 = 0.58 X fy AstrRequired / Astprovided
F5 = 222.4 [IS 456 : 2000]
MF = 1.5
drequired 121.8 mm
dprovided 125 mm
drequired ˂ dprovided
OK-SAFE

5.2 DESIGN OF BEAM
Span of the beam l = 2.8m
Loads on the beam = 25.45 kN/m
use m20 concrete & fe415 steel
Width of the beam = 230mm
σcbc = 7 N/mm2 [For M20 concrete]
σst = 230 N/mm2 [For Fe415 steel]
Step 1- Calculation of deign constants (k, j and R)
m = 280 / 3σcbc = 280/3 x7 = 13.33
k = m.σcbc / mσcbc + σst = 13.33 x 7/13.33 x 7 + 230 = 0.29
j = 1- k/3 = 1-0.29/3 = 0.90
R = 1/2 σcbckj = 1/2 x 7 x 0.9 x 0.29 = 0.91 N/mm2
Step 2- Depth
Assuming total depth as D = l/10
= 2800/10 = 280mm
Assuming effective cover = 40mm
d = 280 – 40 = 240mm
Step 3- Calculation of total load (w)
self weight = 0.23 x 2.8 x 25 = 1.61 kN/m
[unit weight of rcc = 25 kN/m3]
Imposed load = 25.45 kN/m
Earth quake load = 2.4 kN/m
Total laod = 1.61 + 25.45 + 2.4 = 29.46 kN/m
Step 4- Calculation of effective span (l)
The effective span will be least of the following
i) c/c of supports 2.8 + 0.23 = 3.03m
ii) clear span + effective depth = 2.8 + 0.24 = 3.04m
... l = 3.03m
Step 5- Calculation of maximum banding moment (M)
M = wl2/8 = {29460 x (3.03)2} / 8 = 33808.7 Nm = 33.81 kNm
Step 6- Calculation of minimum depth required (dreq)
dreq = √M / R.b = √(33.81 x 106) / (0.91 x 230) = 221.5mm < 240mm
dreq < dassumed Hence OK
Adopt D = 280mm
Effective depth = d = 280 – 25 – 8 – 16/2 = 259mm
Taking 25mm as clear cover, 8mm dia. shear stirrups and 16mm dia. as the main bar
Step 7- Calculation of area of steel (Ast)
Ast = M/σst x jd = 33.81 x 106 / 230 x 0.9 x 259 = 630mm2

Step 8- Minimum area of steel required (As)
As = 0.85 bd / fy = 0.85 x 230 x 259 / 415 = 122mm2 < Ast Hence OK
Area of one 16mm dia bar = π/4 x 162 = 201mm2
No of bars required = 630 / 201 = 3bars
... Provide 3 – 16mm dia. Bars, Ast provided = 3 x 201 = 603mm2
Step 9- Check for deflection control
% of tensile reinforcement Pt = 100.As / bd
= 100 x 122 / 230 x 259 = 0.2%
fs = 0.58 fy ( Astr equired / Ast provided )=0.58 x 415 (630 / 603) = 240N/mm2
For Pt = 0.2% & fs = 240N/mm2
Kt = 1.9
(l/d)max = 20 x 1.9 = 38
(l/d)provided =2800 / 259 = 10.8
(l/d)max > (l/d)provided Hence OK
5.3 DESIGN OF COLUMN
Length (L) = 2.7m
Column size = 230 x 230
Axial load on column = p = σcc x Ac + σsc x Asc
= 5 x 51015.04 + 190 x 1884.955
= 613.2 kN
Adopt M20 and Fe415
Fck = 20 N/mm²
Fy = 415N/mm²
Step 1- Effective length of column
Both end fixed l = 0.65 L
= 0.65 X 2.7 = 1.755m
Factored load Pu = 1.5 X 600 = 900 KN
Step 2- Slenderness ratio
Unsupported length / least lateral dimension
{Leff/D} = 1755/230 = 7.6 ˂ 12
Hence column is designed as short column
Step 3- Minimum Eccentricity
emin = [(l/500)+(D/30)] or 20 mm

= 10.96 mm or 20 mm
emin = 20 mm
Check,
10.96/230 = 0.04 ≤ 0.05 Hence, codal formula for short column is applicable OK
Step 4- Main steel (Longitudinal reinforcement)
Pu = [(0.4 x fck Ac) + (0.67fyAsc)]
Ac = area of concrete
Asc = area of steel
Ag = gross area (230 x 230 = 52900mm²)
900 x 10³ = 0.4 x 20 x 0.99Ag + 0.67 x 415 x 0.01Ag
Ag = 52900mm²
Asc = 0.01 Ag = 529mm²
Ascmin = 0.08 Ag = 423.2mm² ≈ 425mm²
provide 16Ø – 6 Nos
area of one bar = π/4 + 162 = 201mm2
(Total Area of steel = 1206mm²)
Step 5- Design of Lateral Ties
(1) Dia. of ties Ø tie = Ø tie / 4 =16/4 = 4 mm
Ø tie = 8 mm (for Fe 415)
Spacing-
a) least lateral dimension = 230mm
b) 16 x Ø main = 16 x 16 = 256mm
c) 300 mm
which ever is less provide 8 Ø @ 230c/c
5.5 DESIGN OF FOOTING
Data:
Assume SBC of soil = 300 kN/m²
Reinforcement concrete column size = 230 X 230
Axial service load P = 600 kN
Adopt M20 & Fe415
Step 1: Calculation of Load-
a) Load on column = 600kN

b) Self wt. of footing = 10% of column
= 600 X (10/100) = 60 kN
Total load = 660 KN
Factored load Wu = 1.5 X 660 = 990 kN
Step 2: Area of footing-
Assuming square footing,
Size of footing =
Adopt size of footing = 1.5m X 1.5m
Step 3: Net upward pressure-
= 990 / 1.5 x1.5 = 440 kN/m2
Step 4: Bending Moment calculation-
Maximum bending moment
will be on the face of column,
M = F x Distance of C.G.
= (area x stress)x (0.65/2)
= 92.95 kNm
Step 5: Depth of Footing –
Assume cover = 60mm
Thus,Overall Depth = 420+60 = 480mm
Step 6: Main Steel calculation-
2
( ) 440
2.2
200
Load withoutfactor
m
SBCofSoil
  
2.2 1.45m

2
660
293.33 /
1.5 1.5
u
FactoredLoad
Pn KN m
actualAreaofFooting X
  
6
0.138
92.95 10
410.35 420
0.138 20 200
required
ck
required
M
d
f b
X
d mm Adopt mm
X X

   
min
min
min
2
6
2
2
2
2
4.6
0.5 1 1
20 4.6 92.95 10
0.5 1 1 1500 420
415 20 1500 420
623.18
0.0012
0.0012 1500 480 864
, 864
ck u
st
y ck
st
st
st
st
st
f M
A Bd
f f Bd
X X
A X
X X
A mm
A BD
A mm
Use A mm
 
  
 
 
 
 
  
 
 
 

 
   


Provide 10Ø @ 100 c/c in each direction at bottomof footing i.e. 12 nos
Step 7: Check for Shear-
The critical; section will be at a distance (d/2) from column face.
Shear Force = Stress X Area
= 293.33X{ 1.5²-[(0.230+0.420) X (0.230+0.420)] }
= 529.05 KN
Shear stress
Permissible shearstress
OK SAFE.
2 2
, [ ( ) ]
here Area B b d
  
0.25
0.25 20
1.11
ck
c
f



 
0
2
2
529.05
1 0.420
1260 /
0.00126 /
v
v
v
v
V
b d
KN m
N mm









0
, 2( ) 2(0.2 0.3) 1
here b perimetre l b m
     

6. DRAWINGS
Triangular Pattern of load distribution

CONCLUSION
We can conclude that there is difference between the theoretical and practical work done.As the scope of
understanding will be much more when practical work is done. As we get more knowledge in such a situation
where we have great experience doing the practical work.
Knowing the loads we have designed the slabs depending upon the ratio of longer to shorterspan of panel. In
this project we have designed slabs as two way slabs depending upon the end condition, corresponding bending
moment. The coefficients have been calculated as per I.S. code methods for corresponding lx/ly ratio. The
calculations have been done for loads on beams and columns and designed frame analysis by different method.

STRUCTURE DESIGN REPORT

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STRUCTURE DESIGN REPORT